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HomeMy WebLinkAbout29673-ZFORM NO. 4 TOW~ OF SOUTHOLD BUILDING DEPARTMENT Office of the Building Inspector Tow~ Hall Southold, N.Y. CERTIFICATE OF OCCUPANCY No: Z-29968 Date: 01/20/04 HIS CERTIFIES tlmmt the building NEW BUILDING Location of Property: ORIENTAL AVE (HOUSE NO.) (STREET) County Tax Map No. 473889 Section 9 Block 12 Subdivision Filed Map No. Lot No. __ FISHERS ISLAND (HAMLET) Lot 8.1 conforms substantially to the Application for Building Permit heretofore filed in this office dated AUGUST 26, 2003 pl~rsu~ult to which Building Permit No. 29673-Z dated AUGUST 26, 2003 was issued, and conforms to all of the requirements of the applicable provisions of the law. The occupancy for which this certificate is issued is RECONSTRUCT CLUBHOUSE AS PER ZBA APPROVAL ~4503, SE ~4514, STATE VARIANCE PETITION #2000-1305, & AS PER CERTIFICATION OF BARTELUCE ARCHITECTS & ASSOCIATES DATED 5/8/03. The certificate is issued to HAY ~LARBOR CLUB INC (OWNER) of the aforesaid building. S%TFFOLK COUNTY DEPARTMENT OF HEALT~ APPROVAL C10-98-0011 ELECTRICAL CERTIFICATE NO. PLUMBERS CERTIFICATION DATED Rev. 1/81 1190072 01/10/0~ MARIO ZANGHETTI 03/28/03 /~/rized ~gnature FORM NO. 3 TOWN OF SOUTHOLD BUILDING DEPARTMENT Town Hall Southold, N.Y. BUILDING PERMIT (THIS PERMIT MUST BE KEPT ON THE PREMISES UNTIL FULL COMPLETION OF THE WORK AUTHORIZED) PER~IT NO. 29673 Z Date AUGUST 26, 2003 Permission is hereby granted to: HAY HARBOR CLUB INC PO BOX 477 FISHERS ISLAND,NY 06390 for : DEMOLISH & RECONSTRUCT CLUBHOUSE PURSUANT TO ZBA ~4503, SE 4514 DATED 4/16/98 STATE VARIANCE PETITION ~2000-1305. THIS PERMIT REPLACES %26996. at premises located at ORIENTAL AVE FISHERS ISLAND County Tax Map No. 473889 Section 009 Block 0012 Lot No. 008.001 pursuant to application dated AUGUST 26, 2003 and approved by the Building Inspector to expire on FEBRUARY Fee $ 2,706.55 26, 2005. h~ ee~'~Signat ute ORIGINAL Rev. 5/8/02 Form No. 6 This OF SOUTHOLD : ~ !' lNG DEPARTMENT :.i .~; TOWN HALL ~ I * .765-1802 APPLICATION CERTIFICATE OF OCCUPANCY ,ewriter OR ink and submitted to the building inspector with the following: for new'building or new use: 1. Final survey of property with accurate location of all buildings, property lines, streets, and unusual natural or topographic features. 2. Final Approval from Health Dept. of water supply and sewerage-disposal(S-9 form). 3. Approval of electrical installation from Board of Fire Underwriters. 4. Sworn statement from plumber certifying that the solder used in system contains less than 2/10 of 1% lead. 5. Commercial building, industrial building, multiple residences and similar buildings and installations, a certificate of Code Compliance from architect or engineer responsible for the building. 6. Submit Planning Board Approval of completed site plan requirements. For existing buildings (prior to April 9, 1957) non-conforming uses, or buildings and Ppre-existing" land uses: 1. Accurate survey of property showing all property lines, streets, building and unusual natural or topographic features. 2. A properly completed application and a consent to inspect signed by the applicant. If a Certificate of Occupancy is denied, the Building Inspector shall state the reasons therefor in w~iting to the applicant. C. Fees 1. Certificate of Occupancy - New dwelling $25.00, Additions to dwelling $25.00, Alterations to dwelling $25.00, Swimming pool $25.00, Accessory building $25.00, Additions to accessory building $25.00. Businesses $50.00. 2. Certificate of Occupancy on Pre-existing Building - $100.00 3. Copy of Certificate of Occupancy - $20.00 4. Updated Certificate of Occupancy - $50.00 5. Temporary Certificate of Occupancy - Residential $15.00, Commercial $15.00 Date ..'~,,.~.'.~ ~.~.~ .~..c~,~.'~. ........... New' Construction...~ ....... Old Or Pre-existing Building ................. Location of Property ..... ~ ~ ..... f~. 96~ ............................... House No. Street Ha~et Onwer or Owners of Property ~.~ . . County T~ Map No 1000, Section .... ~ ........ Block ..... [..~ ........ Lot,..~'.J ............... . ..... '.Filed Map Lot Subdivision · - Permit No..~.~. ~.(~... . .....Date Of Permit... ............ . Applicant .......................... . · · Health Depto Approval.' ................ ; ........ Underwriters Approval ¥ .................... Planning Board Approval....~. ........... Request for: Temporary Certificate... Fee Submitted: $...~.~,.'.9~ .......... ....... Final Cer icate APPLICANT :, BY THIS CERTIFICATE OF COMPLIANCE THE NEW YORK BOARD OF FIRE UNDERWRITERS BUREAU Of ELECTRICITY 40 FULTON STREET - NEW YORk, NY 10038 CERTIFIES THAT Upon the application of upon premises owned by Located at Z & S CONTR. INC. HAY HARBOR CLUB P.O. BOX 202 OCEANIC AVENUE FISHERS ISLAND, NY 06390, GOLF CLUBHOUSE FISHERS ISLAND, NY 06390 OCEANIC AVENUE GOLF CLUBHOUSE FISHERS ISLAND, NY 06390 Application Number: 1190072 Section: Block: I Lot: Certificate Number: 1190072 Building Permit: BDC: ns11 Described as h Commercial occupancy, wherein the premises electrical system consisting of electrical devi~es and wiring, described below, located in/on the premises at: Basemer was inspecte found to be in First Floor, Secoad Floor, Outside, in accordance with the National Electrical Code and the detail of the installation, as set forth below, was :ompliance therewith on the 12th Day of January, 2004. QTY Rate Rating Circuit Type Equipment 12 20 1 Miscellaneous FINAL 01-09-( INSP. R. RICH~RT Alarm and Emergency Exit Light Emergency L~g~.t Sensor Appliances and Accessories Range Dish Wast~er Furnace Air Conditioner Air Conditioner Air Conditioner Air ConditionerI Air Conditioner! i Panels This certificate,!may not be altered Carbon Monoxide 3 12 KW 3 1 KW 5 GAS F.H.P. 2 30000 BTU 2 24000 BTU 2 36000 BTU 1 42000 BTU I 60000 BTU 1 125 30 Continued on Next Page i of 2 in any way and is validated only by the presence of a raised seal at the location indicated. BY THiS CERTIFICATE OF COMPLIANCE THE NEW YORK BOARD OF FIRE UNDERWRITERS BUREAU OF ELECTRICITY 40 FULTON STREEt - NEW YORK, NY 10038 CERTIFIES THAT Upon the application of upon premises owned by Located at Z & S CONTR. INC. HAY HARBOR CLUB P.O. BOX 202 OCEANIC AVENUE FISHERS ISLAND, NY 06390, GOLF CLUBHOUSE FISHERS ISLAND, NY 06390 OCEANIC AVENUE GOLF CLUBHQUSE FISHERS ISLAND, NY 06390 Application Section: Described as electrical der imber: 1190072 Certificate Number:. 1190072 Block: Lot: Building Permit: BDC: ns11 Colllrllei'ciaI occupancy, wherein the premises electrical system consisting of :es and wiring, described below, located in/on the premises at: Basemenl, First Floor, Second Floor, Ontside, / was inspecte¢ in accor0ance with the National Electrical Code and the detail of the installation, as set forth below, was found to be in compliance therewith on the 12th Day of January, 2004. Name QTY' Rate R~in~ Circuit Type 1 125 30 1 250 42 Wiring and Devices Outlet Receptacle Switch Fixture Fixture Receptacle Disconnect Receptacle Lighting 'a-ack Service 3 Phase 4W Service Discol Meters: 1 155 Fixture 163 General Purpose 79 General Purpose 120 Incandescent 35 Fluorescent 27 GFCI 1 30 A Appliance 4 20 Laundry 22 :rvice Rating 400 Amperes ect: 1 400 CB seal 2 of 2 This certificate ~nay not be altered in any way and is validated only by the presence of a raised seal at the location indicated. TOWN OF SOUTHOLD OFFICE OF BUILDING INSPECTOR P.O. BOX'728 -.. TOWN HALL SOUTHOLD, N.Y, 11971 C E R T I F I C A'-T I 0 ~N TEL. 765A802 ' ' · ' Owner/~v /~ (please print) Plumber ~/O ~-~.~.~' ~ ' · (please ~nt ) I .certify that the solder used con't, ains l~ss ~han 2/10 of 1% .lead. in the water supply system. '~. ( p~l-u~ r ~ ~ ig~a tu r e! Sworn to before me this ~0 day of x_~f~Y}d[Ji~/ot~ .Notary'Public ,~ k~ . j.' Notary .PubIi~'- ~ County ~ 5arte~uce Architects & Associates Principals Dan e J Barte uce, AIA Michael M, Gstti, AIA Associafes Laurent Charlet Char[es d. Petretti Michael J. Rostkowski May 8, 2003 Town of Southold Department of BUildings Re: Hay Harbor Golf Clubhouse Fisher Island, NY Dear Sir: This letter will serve as confirmation that the Architect and his authorized representative, has visited the above referenced project site and reviewed the work performed by the General Contractor. The work reviewed was constructed per the plans and specifications, and to the best of our knowledge conforms to the codes under jurisdiction. As the Architect, that the building is code compliant. DANIEL J. BAF D J B/d b c: G. Hyde; D. Duggan; P. Contillo Da~ie~ J. ~a~e~ce RC. Architects &Associates 36West25thStreet ~ewYork NY 10010 Phone 2121691-7200 Fax(212) 691~7280 wvvw.bapc.net Engineering, Enviro:~men~l Science & Su~ihg Il0 Broadway, Nor~ CT. 06360-4452 Tel} 86028~397~ 8b~-886~8~1 February 4, 2003 Mr. Dick Duggan Hay Harbor Golf Club Fishers Island, NY 06390 GO,'&')n C Hyde RA Dear Mr. no= January 28 ,.I WSltea the Hay Harl0or Golf Course to remew the demolmon Hyd~io~ & work that had ~[acen piace on the third floor. Private g~ None of the partitions which have been.removed Were beating. The original roof ~:~=o ~.s=o~[~o.e~..cs. rafters and collar ties are still intact and appear to he. generally in good condition. [ ti-ust this will answer any concerns you miry have had, bur please feel free to call me With :any questions. Cordially, 6ordon C. Hyde, R A, NCARB Director of Architecture Toll Free 1-888~291-3227 Nationwide AN EQUAL OPPORTUNITT EMPLOieER · vox, w. cmeengmeermg.com A Di¥isio~ Of CME Associates. [nc Offices in Norwic~ & Woodstock. CT and Soutl',bridge. MA · Z & S CONTRACTING, INC. BOX 202 · FISHERS ISLAND, NEW YORK 06390 Tel: (631) 788-7857 · Fax: (631) 788-5600 April 8, 2002 Mr. Gary Fish, Building Inspector Town of Southold P.O. Box t 179 Southold, NY 11971 Dear Mr. Fish, Please note enclosed copies of the inspection reports required by you during your visit to the Hay Harbor Golf Clubhouse project on Fishers Island. If necessary, we would appreciate at your earliest convenience, a revisit to the job site for inspection. We do have all of the insulation and some of the sheetrock on site and would like to proceed as soon as possible. If all is approved or if you have any questions, please call me at my office (631) 788-7857, thank you. Paul Contillo Z&S Contracfmg Inc. 04/05/02 05:4-6 FA~ 860 ~2S 1~68 ~0o~ Structural h-~,m~l Iuspecflon Report ~of2 ~oto~ Lo~ poh-~t An-ira1 time at ~ site.~as '~i~m~nately ?:00 a,~' .. Th~ v~k~ r~vlewe4 dl~wlm~ ~ ~ m~d the ~tte with Rick. Fom~lalion: stmptnug ~vas as.detail~l and bn~tting imm 1- to &L'm~s warn ' ' ' as d~iaile& Bridging ~or.x 4- to 5- Code 2002 Pa~ No.; 2 of 2 ~mady pla~d.'- D X-braoiug was am smrgpiug), two (2) loe~ ~h ~ ~, A.., 2- aud ~-Li.u~. ~oi,d lo,afloat and w~ lo,md T~..~s~'d~ c~ 1 of 1 ha~:l ~ ~r~, ~c~f tmoperly si~ct screws, rr~ssi~.g.s~--rews w~'~ p~ced at ~ree (3) loc~om of diagonld pe~mm, en~ b~aci~g a~ &esi]ed. k~ 03/27/2002 11:38 212-691-7268 BARTELUCE AROHITECTS PAGE 0~/01 BARTELUCE ,' ,~- March 27, 2002 Mr. Paul Confillo Z&S Contracting, inc. P.O. Box 202 Fishers Island, New York 06390 Hay Harbor Golf Clubhouse Heathuille Avenue, Fishers Island, NY Project No. 9927 Dear Mr. Contitto: On Thursday March 21, 2002 1 visited the Hay Harbor Golf Clubhouse jobsite on behalf of Daniel J. Sarteluce Architects, P.C., to observe the progress of constru~on. At the jobSlte, I observed the following: Roofing system was complete Siding was near completion All windows, doors and exterior trim has been installed All metal stud pa[titions were complete in accordance with approved plans Partitions are ready for drywall and ceiling finishes · Light fix'tums, electric, al wiring, ductwork and plumbing roughing has been inStalled. However is subject to inspection by others · Interior finishes have not been installed Lo date Structural inspection has been performed by others · prior to installation of finishes, the General Contractor is to provide ventilation for the r~nfing system, to the satisfaction (~f the Building Inspector · Formwork for exterior retaining walls has commenced · All exterior concrete w~)rk to be completed $itework has not started Construction observed was done in a workmanship like manner and in accordance with General Constmctien practices. Once the Sub-Cede Official's inspections are complete, we would recommend that the interior drywall and finishes commence. Should you have any questions, de not hesitate to contact me. Yours truly, AURITI Sr. Project Manager ~12.69T,7200 Z1Z.6~T.7260 D.J. Barteluce; S. Esser Design Learned Bttitding ~yst~n~ Engilteerittg & Deslgt~ To Whom It May Concern: We have reviewed the mechanical, electrical, and plumbing systems at the new Hay Harbor clubhouse on Fisher's Island. The systems are generally in compliance with the design drawings and with Title 9 of the Codes, Rules, and Regulations of the State of New York. BUILDING DEPT, INSPECTION [ ] FOUNDATION 1ST [ ] ROUGH PLBG. [ ] FOUNDATION2ND [ ]INSULATION [ ] FRAMING [ ~NAL [ ] FIREPLACE & CHIMNEY THE HAY HARBOR GOLF CLUBHOUSE Fishers Island, New York LIGHT GAGE STEEL ENGINEERING PACKAGE Prepared for: GDS Contracting Corp. 1632 Wilburcross Pkwy. Tel 860-828-6654 Berlin, Connecticut 06037 Fax 860-828-8990 July 12, 2001 Prepared by: HUNB A-~-~ClOIATES~ INO. STRUOTURAL ENGINEERS / LII~HTGAGE STEEL OONSULTANT~ 90 Cambridge Street Tel: 617.242.4794 Charlestown, Massachusetts 02129 Fax: 617.242.7203 I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS OF DATE DATE SCN_E I HUNG ASSOCIATES, INC. STrUCTUrAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB SHEET NO. ~ OF CALCULATED BY DATE CHECKEDBY. DATE W ~o FoECE'~' -Cue c OOT~ ~ : zo,8er~ (T~,2~E I~F - ?$ z-~-~) I t,,,.~...' ~_ad Combi?tiom Using Allowable Stress Desk, 161Z..3.1 Basle load combinntioas. Where allowable stress design (working stress design) is used, structures and all portions thereof shall resist the most critical effects rusultins from the fol- lowing combinations of loads: 4' D / (12-7) ~Neiactcar~ in a owab c stresses sha bc fi~dvalh ~ese load comb/natious except as specifically permitted by Section 1809.2. I H UNG ASSOCIATES, INC. ! JOB. STRUCTURAL / CIVIL LIGHTGACE STEEL FRAMING CONSULTING ENGINEERS SHEET NO ~ CALCULATED BY. CHECKED BY. OF DATE DATE I HUNG ASSOCIATES, INC. m ~ STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS SHEET NO. ! OF CALCULATED BY DATE CHECKEDBY DATE ~CA~E ~'100~ OCAD 41. ~ o ~ F i:) /j ~. ~ ~. ,~ 7 _¢ I HUNG ASSOCIATES, INC. m ~ STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB SHEET NO CALCULATED BY_ DATE CHECKED BY. DATE _ OF I I ~r"o r I I JOB HUNG ASSOCIATES, INC. SHEET NO  STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CALCULATEDSY. CONSULTING ENGINEERS CHECKED BY OF DATE DATE o A o -/' o ~xl ! I HUNG ASSOCIATES, INC.  STRUCTURAL / CmVlL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB SHEET NO. { OF CALCULATED BY, DATE CHECKED BY OATE LoAo '/-od-,, £ ! o A 0 i s-ES- ~6o LL Io ~ ?.01 /oo / OD I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS HT = P'- o" JOB. SHEET NO /~7.~ OF. CALCULATED SY DATE p.,rF t HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTOAGE STEEL FRAMING CONSULTING ENGINEERS JOB CALCULATED BY DATE CHECKED BY. DATE ~J = 280<7 PLF - I~/ /- ~'hie ;~z ,5~ 0./6 o.C. I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB. SHEET NO / u./ OF. CALCUlaTED BY. DATE CHECKEDSY DATE L,~IE M~ ,~J I-IE-A/)£¢C. ~. I/ ' E ~ ?~ ,,t I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB SHEETNO. /~ OF CALCULATED BY DATE CHECKED BY ~ DATE ~A~E H'~,qOEt~ r f' Poxr. r'- ~J c AG I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIC;HTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB SHEET NO CALCULATED BY CHECKED BY SCALE OF DATE DATE DE5 IGh,/ Llv'~ Lo~S- I I I I i I i I I I ! I I l I l I I I FOUNDATION PLAN -~f'~- ir'loo I I I I I I I I i I I I I I I I I I I t ,, ~/~ ¢16 o,c ~ ~r, n~.,~ .__ g FIRST FLOOR PLANS I 1 ! I i I 1 I t i 1 I I I I I I I Iq SECOND FLOOR PLANS I i i ! TYPICAL STRINGER (SECTION 1-1) SPAN =14.5' 1_/360 (TILE FLOOR) W=97 PSFx16/12=130 PLF BEAM AT 2ND FLOOR LEVEL 10J16 @16" O.C, Overall Length of Beam: 14.5 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 130 j 10 1 t t I I I i I I I I I I 14.5 Mx (Max) Magnitude Location 40.999 K-in 7.25 ft Vx (Max) 0.942 KIPS 0.00 ft Requ red 9.0684 in^4 7.25 ft Span Leiitl[ii (ft) Load (PLF) Moment (K-in) Location (it) I Deft. Fact. (in) Location (It) I 14.50 130.0 40.999 7.2,5! -4.3830 7.25 Suppo~ I Location (it) I Moment (K-in) I Reaction (lbs) i I 0.OO 0.O00 942.500 2 14.50 0.000 942.500 i I I I I 1 I I I I I i I I I I t I TYPICAL STRINGER (SECTION 1-1) SPAN =14.5' L/360 (TILE FLOOR) W=97 PSFx16/12= 130 PLF BEAM AT 2ND FLOOR LEVEL 10J16 @16" O.C. Member: C10-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 1D.D000 ~n Area = 0.83 in2 Axiak Flange = 2.0000 in Ix = 11.14 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.38 in4 KxLx = 174.00 in Bend = 0.0849 in Rx = 3.66 in KyLy = 16.00 in t = 0.0566 in Ry = 0.66 in KtLt = 16.00 in Punch = 1.5000 in Cw = 7.19 in6 Bending: Wlip = 0.4210 in Jxl0E3 = 0.89 in4 Mx = 41.00 K-in Wfig = 1.7170 in Xo = -1.12 in KLx = 174.00 in Wweb = 9.7170 in Ro = 3.88 in KLy = 16.00 in Beta = 0.92 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 652.86 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 492.87 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1832.99 K-in Eq. C3.1.2-3 My = Sf*Fy = 111.44 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 109,743 K-in Find effective section at stress f, f = Mc/Sf = 49.24 KSI eFlange = 1.477 in; eLip = 0,139 in; eWeb = 6.562 in; Eq. C3.1..2-1 Mn = ScMc/Sf = 83.08 K-in Eq. C3.1-1 Ma = Mn/1.67 = 49.75 K-in Sc = 1,687 in^3 With 1/3 stress increase Ma = 66.33 K-in SHEAR ANALYSIS hit · 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 1.56 KIPS With 1/3 stress increase = 2.08 KIPS I ! I I I I I ! I I 1 I I I I I I I I 7¥PICAL STRINGER (SECTION 1-1) SPAN =13.5' L/240 W=130 PSFx16/12=174 PLF BEAM AT 1ST FLOOR LEVEL 10J16 @16" O.C. PASSES Web Crippling Analysis Member: C10-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Location Bearing Reaction l::quation Pa Mx Combine~ Stilfener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.00 0.0 1174.5 N/A N/A 0.00 N/A NO 2 13.50 0.0 1174.5 N/A N/A 0.00 N/A No Location Bearing Load I::quation Pa Mx (.;ombine~ St~n'ener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? TYPICAL STRINGER (SECTION 1-1) SPAN =16.5' L/240 W=95 PSFx16/12=127 PLF BEAM AT 1ST FLOOR LEVEL 10J16 @16" O.C. FAILS Overall Length of Beam: 16.5 ft. Axial Load: 0 KIPS Deflection Limit: 240.0 I 127 ,o 16.5 Magnitude Location Mx (Max) 51,864 K-in 8.25 ft Vx (Max) 1,048 KIPS 0,00 ft I Required 8.7025 in^4 8.25 ft Span Length (It)I Load (PLF) Moment (K-in) I 16.50 ! 127.0 51,864 Location (It) Deft. Fact. (in) I Location (It) -1.1796 I 8.25 I I I I i i 1 I I Support Location {it) Moment (K-in) I U.O0 0.000 2 16.50 0.000 Reaction(lbs) 1047.750 1047.750 7 L,-to I ! I I ! I I I I 1 I I I I I I TYPICAL STRINGER (SECTION 1-1) SPAN =14.5' L/360 (TILE FLOOR) W=97 PSFx16/12=130 PLF BEAM AT 2ND FLOOR LEVEL 10J16 @16" O.C. Web Crippling Analysis Member: C10-2-16 Manufacturer: Genedc Yield = 50.0 KSI Configuration: Single Location Bearing I~eaction Fquat~on Pa Mx Combine(~ 5tiltener Support (It) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.0O 0.0 942.5 N/A N/A O.0O N/A NO 2 14.50 0,0 942.5 N/A N/A 0.00 N/A No Location Bearing Loacl Equation Pa Mx Combine(l Stittener Pt Load (It) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I ! ! ! TYPICAL STRINGER (SECTION 1-1) SPAN =14.5' L/240 W=135 PSFx12/12=135 PLF BEAM AT 1ST FLOOR LEVEL 10J16 @12" O.C. PASSES Overall Length of Beam: 14.5 ft. Axial Load: 0 KIPS Deflection Limit: 240.0 135 10 14.5 1 I I I I I I I I I I 1 I Magnitude Location Mx (Max) 42.576 K-in 7.25 ft Vx (Max) 0.979 KIPS 0.00 ft I Required 6.2781 in^4 7.25 ft SPlan ! Length (It) Load (I~LF) &~ment (K-in) Location (It) Detl. Fact. (in) 14.50 135.0 42.576 7.2~5 -4.5516 Support Location (It) I Moment (K-in) I Reaction (lbs) 1 O,00 0,990 978.750 2 I 14.50 0.000 978.750 Location (It) 7.25 /Z. I I I I I l I I I I I I i I i [ I i TYPICAL STRINGER (SECTION 1-1) SPAN =14.5' L/240 W=135 PSFx12/12=135 PLF BEAM AT 1ST FLOOR LEVEL 10J16 @12" O.C. PASSES Member: C10-2-16 Manufacturer: Genedc Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 10.0000 in Area = 0.~3 in2 Axial: Flange = 2.0000 in Ix = 11.14 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.36 in4 KxLx = 174.00 in Bend = 0.0849 in Rx = 3.66 in KyLy = 16.00 in t = 0.0566 in Ry = 0.66 in KtLt = 16.00 in Punch = 1.5000 in Cw = 7.19 in6 Bending: Wlip = 0.4210 in Jxl0E3 = 0.89 in4 Mx = 42.58 K-in Wflg = 1.7170 in Xo = -1.12 in KLx = 174.00 in Wweb = 9.7170 in Ro = 3.88 in KLy = 16.00 in Beta = 0.92 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1,2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 652.86 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 492.87 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1832.99 K-in Eq. C3.1,2-3 My = Sf*Fy = 111.44 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 109.743 K-in Find effective section at stress f, f = Mc/Sf = 49.24 KSI eFlange = 1.477 in; eLip = 0.139 in; eWeb = 6.562 in; Sc = 1.687 in^3 Eq. C3.1.2-1 Mn = ScMc/Sf = 83.08 K-in Eq. C3.1-1 Ma = Mn/1.67 = 49.75 K-in With 1/3 stress increase Ma = 66,33 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 1.56 KIPS With 1/3 stressJncrease= 2.08 KIPS TYPICAL STRINGER (SECTION 1-1) SPAN =14.5' L/240 W=135 PSFx12/12=135 PLF BEAM AT 1ST FLOOR LEVEL 10J16 @12" O.C. PASSES Web Crippling Analysis Member: C10-2-16 Manufacturer: Genedc Yield 50.0 KSI Configuration: Single Location Beanng I~eaction I:quat~on Pa M~( (.;ombin~d ~st~I/ener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I O.O(J 0.0 978.8 N/A N/A O.OO N/A NO 2 14.50 0.0 978.8 N/A N/A 0.00 N/A No LOCation Beanng Loaa I::quation Pa Mx (.;omb~ned ~tittener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I TYPICAL STRINGER (SECTION 1-1) SPAN =13.5' L/240 W=130 PSFx16/12=174 PLF BEAM AT 1ST FLOOR LEVEL 10J16 @16" O.C. PASSES Overall Length of Beam: 13.5 ft. Axial Load: 0 KIPS Deflection Limit: 240.0 ~ 174 I I I i 1 I I I I ! I I i ,0 I 13.5 Mx (Max) Magnitu(]e Location 47.567 K-in 6.75 ft Vx (Max) t.t74 KIPS 0.00 ft L Required 6.5304 in^4 6.75 ft SPlan Length (It) Loa;I (PLI;) Moment (K-in) I Location (ft) Uel'l. Pact. (in) Location {it) 13.50 174.0 47.5{57 {5.7.5 -4.40B0 {5.75 I SUPlP°rt Location (it) I Moment (K-in) I Reaction (lbs) 0.00 0 ouo ! 1174.,5oo 2 13.50 0.000 ] 1174.500J I I i I I I I I I I I I 1 I ! I i TYPICAL STRINGER (SECTION 1-1) SPAN =13.5' L/240 W=130 PSFx16/12=174 PLF BEAM AT 1ST FLOOR LEVEL 10J16 @16" O.C. PASSES Member: C10-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 10.0000 in Area = 0.83 in2 Axial: Flange = 2,0000 in Ix = 11.14 in4 P = 0.00 KIPS Lip = 0,5625 in ly = 0.36 in4 KxLx = 162.00 in Bend = 0.0849 in Rx = 3.66 in KyLy = 16.00 in t = 0.0566 in Ry = 0.66 in KtLt = 16,00 in Punch = 1.5000 in Cw = 7.19 in6 Bending: Wlip = 0.4210 in Jxl0E3 = 0.89 in4 Mx = 47,57 K-in Wfig = 1.7170 in Xo = -1.12 in KLx = 162.00 in Wweb = 9,7170 in Ro = 3,88 in KLy = 16,00 in Beta = 0.92 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 652.86 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 492.87 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^,5 = 1832.99 K-in Eq. C3.1,2-3 My = Sf*Fy = 111.44 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 109.743 K-in Find effective section at stress f, f = Mc/Sf = 49.24 KSI eFlange = 1.477 in; eLip = 0,139 in; eWeb = 6,562 in; Eq. C3,1.2-1 Mn = ScMc/Sf = 83.08 K-in Eq, C3,1-1 Ma = Mn/1.67 = 49,75 K-in Sc = 1.687 in^3 With 1/3 stress increase Ma = 66.33 K-in SHEAR ANALYSIS hit · 1.38*(5,34*E/Fy)^.5. Therefore Va = ,53*E*5.34*t^3/h Va = 1.56 KIPS With 1/3 stress increase = 2,08 KIPS I I I I I I I I I I I I I I I I I I TYPICAL STRINGER (SECTION 1-1) SPAN =16.5' L/240 W=95 PSFx16/12=127 PLF BEAM AT 1ST FLOOR LEVEL 10J16 @16" O.C. FAILS Member: C10-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 10.0000 ~n Area = 0.§3 in2 Axial: Flange = 2.0000 in Ix = 11.14 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.36 in4 KxLx = 198.00 in Bend = 0.0849 in Rx = 3,66 in KyLy = 16.00 in t = 0.0566 in Ry = 0,66 in KtLt= 16.00 in Punch = 1.5000 in Cw = 7,19 in6 Bending: Wlip = 0.4210 in Jxl0E3 = 0.89 in4 Mx = 51.86 K-in VVflg = 1,7170 in Xo = -1.12 in KLx = 198,00 in Wweb = 9.7170 in Ro = 3.88 in KLy = 16.00 in Beta = 0.92 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 652.86 KSI Eq. C3.1,2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 492.87 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1832,99 K-in Eq. C3.1,2-3 My = St*Fy = 111.44 K-in Me · 0,5My Therefore, Mc = My(1 - My/4Me) = 109.743 K-in Find effective section at stress f, f = Mc/Sf = 49.24 KSI eFlange = 1.477 in; eLip = 0.139 in; eWeb = 6.562 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 83.08 K-in Eq. C3.1-1 Ma = Mn/1.67 = 49.75 K-in *** WARNING: Bending capacity of member is inadequatel Sc = 1.687 in^3 With 1/3 stress increase Ma = 66.33 K-in SHEAR ANALYSIS h/t · 1.38*(5,34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 1.56 KIPS With 1/3 stress increase = 2.08 KIPS I I I I I I I I I I I I I I I I I I I TYPICAL STRINGER (SECTION 1-1) SPAN =16.5' L/240 BEAM AT 1ST FLOOR LEVEL 10J16 @16" O.C. FAILS ....... WARNINGS! ....... Bending capacity of member is inadequate. M allowable = 49.751 K-in. M applied = 51.864 K-in. W=95 PSFx16/12=127 PLF I I I I I I I I I I I I I I I I I I I TYPICAL STRINGER (SECTION 1-1) SPAN =16.5' L/240 W=95 PSFx16/12=127 PLF BEAM AT 1ST FLOOR LEVEL 10J16 @16" O.C. FALLS Web Crippling Analysis Member: C10-2-16 Manufacturer: Genedc Yield = 50.0 KSI Configuration: Single Location Bearing Reaction Equation Pa Mx Coml~inecl ;Stili'ener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.0O 0.0 1047.8 N/A N/A 0.00 N/A NO 2 16.50 0.0 1047.8 N/A N/A 0.00 N/A No Location Beanng Loaa Equation Pa Mx Combined ~tlllener Pt Load (ft) Width (in) ! (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I SECTION 1-1 - TYPICAL STRINGER W=95x12/12=95 PLF 6SW16@12" O.C. RUG FINISH L/240 Overall Length of Beam: 16.5 ft. Axial Load: 0 KIPS Deflection Limit: 240.0 95 l0 I I I I I I I I I I I I I I 16.5 Magnitut~e Location Mx (Max) 38.796 K-in 8.25 ft Vx (Max) 0.784 KIPS 0.00 ft I Required 6.6098 in^4 8.25 ft SPlan Length (It) Loati (PLF) Moment {K-in) Location (it) 16.50 95.0 3~.796 8.25 Support Location (It) I Moment (K-in) [ Reaction (lbs) I O.O0 / O.O00 783.750 2 16.50 ~ 0.000 783.750 Detl. Fact. (in) Location (ft) ~.25 I I I I I I I I I I I I I I I I I I SECTION 1-1 - TYPICAL STRINGER W=95x12/12=95 PLF 6SW16@12" O.C. RUG FINISH L/240 Member: C10-158-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Deptl3 = lO.O0[JO in Area = 0.~ in2 Axial: Flange = 1.6250 in Ix = 9,95 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.20 in4 KxLx = 198.00 in Bend = 0.0849 in Rx = 3.57 in KyLy = 16.00 in t = 0.0566 in Ry = 0.51 in KtLt = 16.00 in Punch = 1.5000 in Cw = 4.16 in6 Bending: Wiip = 0,3585 in Jxl0E3 = 0.84 in4 Mx = 38.80 K-in VVflg = 1.3420 in Xo = -0.83 in KLx = 198.00 in Wweb = 9.7170 in Ro = 3,70 in KLy = 16.00 in Beta = 0.95 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/LP2)/ARo^2 = 443.29 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 296.96 KSI Eq. C3,1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1049.64 K-in Eq. C3.1.2-3 My = St*Fy = 99.53 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 97.172 K-in Find effective section at stress f, f = Mc/Sf = 48.81 KSI eFlange = 1.342 in; eLip = 0.250 in; eWeb = 6.966 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 82.92 K-in Eq. C3.1-1 Ma = Mn/1.67 = 49.65 K-in Sc = 1.699 in^3 With 1/3 stress increase Ma = 66.20 K-in SHEAR ANALYSIS h / t > 1.38 * (5,34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 1.56 KIPS With 1/3 stress increase = 2.08 KIPS I I I I I I I I I I I I I I I I I I I SECTION 1-1 - TYPICAL STRINGER W=95x12/12=95 PLF 6SW16@12" O.C. RUG FINISH L/240 Web Crippling Analysis Member: C10-158-1 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Location Beanng I~eaction Equation Pa Mx Combinea- St~Itener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 O.OU U.U 783.8 N/A N/A O.OO N/A NO 2 16.50 0.0 783.8 N/A N/A 0.00 N/A No Location Bearing Loacl Equation Pa MX (.;ombme(I ~Saltener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-VVC Required? I I I I I SECTION 2-2 (2ND FLOOR LEVEL) W=97 PSF x 12/12=97 PLF AT BATHROOM 1_/360 SPAN = 16'-0 (10SW16@12" 0.C.) Overall Length of Beam: 16 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 10 I I I 16 Mx (Max) Magnltu(le Location 37.248 K-In 8.00 ft Vx (Max) 0.776 KIPS 0.00 ft I Requ red 9.0910 in^4 8.00 ft SPlan Length (It) Loa¢l (PLI-) Moment (K-in) 1§.00 97.0 37.248 Location (It) Detl. Fact. {in) Location (It)~ 8.00 -4.6486 8,OOj I I I I I I I I I I I suppo~ Location (It) I Moment (K-in) I Reaction (lbs) I O.O0 O.O00 /~§.O00 I 2 16.00 0.000 776.000 I I I I I I I I I I I i I I I I I I SECTION 2-2 (2ND FLOOR LEVEL) W=97 PSF x 12/12=97 PLF AT BATHROOM L/360 SPAN = 16'-0 (10SW16@12" 0.C.) Member: C10-158-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Deptl~ = 10,0000 in Area = 0.78 in2 Axial: Flange = 1.6250 in Ix = 9.95 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.20 in4 KxLx = 192.00 in Bend = 0.0849 in Rx = 3.57 in KyLy = 16.00 in t = 0.0566 in Ry = 0.51 in KtLt = 16.00 in Punch = 1.5000 in Cw = 4.16 in6 Bending: VVlip = 0.3585 in Jxl0E3 = 0.84 in4 Mx = 37.25 K-in VVflg = 1.3420 in Xo = -0.83 in KLx = 192.00 in Wweb = 9.7170 in Ro = 3.70 in KLy = 16.00 in Beta = 0.95 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 443.29 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 296.96 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1049.64 K-in Eq. C3.1.2-3 My = SPFy = 99.53 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 97.172 K-in Find effective section at stress f, f = Mc/Sf = 48.81 KSI eFlange = 1.342 in; eLip = 0.250 in; eWeb = 6.966 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 82.92 K-in Eq. C3.1-1 Ma = Mn/1.67 = 49.65 K-in Sc = 1.699 in/'3 With 1/3 stress increase Ma = 66.20 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 1.56 KIPS With 1/3 stress increase = 2.08 KIPS I I I I I I I I I I I I I I I I I I I SECTION 2-2 (2ND FLOOR LEVEL) W=97 PSF x 12/12=97 PLF AT BATHROOM L/360 SPAN = 16'-0 (10SW16@12" 0.C.) Web Crippling Analysis Member: C10-158-16 Manufacturer: Generic Yield 50.0 KSl Configuration: Single Location Beanng I~eact~on Equation Pa Mx Combined ~til/ener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.00 0.0 ll§.o N/A N/A 0.00 N/A NO 2 16.00 0.0 776.0 N/A N/A 0.00 N/A No Location Bearing Load Equation Pa Mx Combined 6tilfener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I SECTION 2-2 (2ND FLOOR LEVEL) W=97 PSF x16/12=150 RLF AT BATHROOM L/$B0 SPAN = Overall Length of Beam: 16 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 130 10 I I I 16 Magnitude Location Mx (Max) 49.920 K-in 8.00 ft Vx (Max) 1.040 KIPS 0.00 ft I Required 12.1839 iff^4 8.00 ff Span Length (it) Load (PLF) Moment (K-in) Location (it) 1 115.00 130.0 49.920 8.00 I I I I I Suppo~ i Location (it) I Moment (K-in) J Reaction (lbs) ~ O.O0 O.O00 1040.000 16.00 0.000 1040.000 IO 3'1[ 12 l(;;"o,C. II, tH,n~ Detl. Fact. (in) Location (it) -6,49;51 8.00 I I I I I I I I I I I I t I I I I I SECTION 2-2 (2ND FLOOR LEVEL) W=97 PSF x16/12=130 PLF AT BATHROOM L/360 SPAN = 16'-0 Member: C10~2-16 Manufacturer: Genedc Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = IO.O00D in Area = O.~;J in2 Axial: Flange = 2.0000 in Ix = 11.14 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.36 in4 KxLx = 192.00 in Bend = 0.0849 in Rx = 3.66 in KyLy = 16.00 in t = 0.0566 in Ry = 0.66 in KtLt= 16.00 in Punch = 1.5000 in Cw = 7.19 in6 Bending: VVlip = 0.4210 in Jxl0E3 = 0.89 in4 Mx = 49.92 K-in VVflg = 1.7170 in Xo = -1.12 in KLx = 192.00 in Wweb = 9.7170 in Ro = 3.88 in KLy = 16.00 in Beta = 0.92 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 652.86 KSI Eq. C3.1.2-8 Sigy = Pi^2EJ(Ly/Ry)^2 = 492.87 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1832.99 K-in Eq. C3.1.2-3 My = Sf*Fy = 111.44 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 109.743 K-in Find effective section at stress f, f = Mc/Sf = 49.24 KSI eFlange = 1.477 in; eLip = 0.139 in; eWeb = 6.562 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 83.08 K-in Eq. C3.1-1 Ma = Mn/1.67 = 49.75 K-in *** WARNING: Bending capacity of member is inadequatel *** Sc = 1.687 in^3 With 1/3 stress increase Ma = 66.33 K-in SHEAR ANALYSIS hit > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 1.56 KIPS With 1/3 stress increase = 2.08 KIPS I I I I I 1 I I I I I ! I I I I I I I SECTION 2-2 (2ND FLOOR LEVEL) W=97 PSF x16/12=130 PLF AT BATHROOM L/360 SPAN = 16'-0 ...... WARNINGS! Bending capacity of member is inadequate. M allowable = 49.751 K-in. M applied = 49.920 K-in. Required Inertia exceeds member capacity. IReq = 12.184. Ix = 11,144. ¥/ I I I I I I I I I I I I I I I I I I I SECTION 2-2 (2ND FLOOR LEVEL) W=97 PSF x16/12=130 PLF AT BATHROOM L/360 SPAN = 16'-0 Web Crippling Analysis Member: C10-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Location Bearing Reaction Equation Pa Mx Combined ;stilfener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.00 0.0 1040.0 N/A N/^ 0.00 N/^ NO 2 16.00 0.0 1040.0 N/A N/A 0.00 N/A No Location Bearing Loaa Equation Pa Mx Combinecl st~ttener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Requireri? I I I i SECTION 2-2 (2ND FLOOR LEVEL) W=97 PSF x16/12=130 PLF i~-T 1_/360 SPAN=16'-0 B~M"E" ALTERNATE SPACING 10SW14@16" O.C. Overall Length of Beam: 16 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 130 I I I Mx (Max) Magnitu(le Location 49.920 K-in 8.00 ft Vx (Max) 1.040 KIPS 0.00 ft [ Requ red · 12.t839 in^4 8.00 ft Span Length (it) Loa(J (PLF) Moment (K-in) I 16.00 130.0 4Y.920 Location lit) Deft. Fact. (in) Location {it)] 8.00 -6.4981 8.00/ I I I I I I I I I ! I Suppo~ Location (it) I Moment (K-in) I Reaction (lbs) 1 0.00 g. UOO 1040.000 2 I 16.00 0.000 1040.000 SECTION 2-2 (2ND FLOOR LEVEL) W=97 PSF x16/12=130 PLF L/360 SPAN=16'-0 BEAM "E" ALTERNATE SPACING 10SW14@16" O.C. Member: C10-158-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depttl = 10.0000 in Area = 0.97 in2 Axial: Flange = 1.6250 in Ix = 12.28 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.25 in4 KxLx = 192.00 in Bend = 0.1065 in Rx = 3.55 in KyLy = 16.00 in t = 0.0710 in Ry = 0.50 in KtLt = 16.00 in Punch = 1.5000 in Cw = 5.04 in6 Bending: Wiip = 0.3225 in Jxl0E3 = 1.64 in4 Mx = 49.92 K-in VVflg = 1.2700 in Xo = -0.82 in KLx = 192.00 in V'Wveb = 9.6450 in Ro = 3.68 in KLy = 16,00 in Beta = 0.95 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 436.64 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 286.86 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1268.04 K-in Eq. C3.1.2-3 My = Sf*Fy = 122.81 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 119.840 K-in Find effective section at stress f, f = Mc/Sf = 48.79 KSI eFlange = 1.270 in; eLip = 0.322 in; eWeb = 8.145 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 119.60 K-in Eq. C3.1-1 Ma = Mn/1.67 = 71.62 K-in Sc = 2.451 in^3 With 1/3 stress increase Ma = 95.49 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 3.10 KIPS With 1/3 stress increase = 4.13 KIPS I ! I I I I I I i i I I I I I I t I I SECTION 2-2 (2ND FLOOR LEVEL) W=97 PSF x16/12=130 PLF L/360 SPAN=16'-0 BEAM "E" ALTERNATE SPACING 10SW14@16" O.C. Web Crippling Analysis Member: C10-158-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Location Beanng Reaction Equation Pa MX (.;ombinea ~Sal~ener Suppor~ (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.{~0 O,O 1040.0 N/A N/A O.OU N/A NO 2 16.00 0,0 1040.0 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa Mx Combinea ~altener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I i I SECTION 2-2 (2ND FLOOR LEVEL) W=135 PSF x 16/12=180PLF L/240 SPAN=Il.5 (10SW16@16"0.C.) PASSES Overall Length of Beam: 11.5 ft. Axial Load: 0 KIPS Deflection Limit: 240.0 10 i I I 1 I I I I I I I I I I 11.5 Mx (Max) Magnitucle Location 35.708 K-in 5.75 ft Vx (Max) 1.035 KIPS 0.00 ft Requ red 4.1760 in^4 5.75 ft Span Length (It) Loacl (PLP) Moment (K-in) Location (It) Dell. Fact. (in) Location (It) 1 11.50 1~0.0 35.70~ 5.7,5 -2.4012 ,5.15 Support1 I Locationo.oO(It) i Moment (K-in)o. O00 Reaction103,5.000! 2 i 11.50I 0.000 1035.000i I I I I I I I I ! I I I ! I I I i I SECTION 2-2 (2ND FLOOR LEVEL) W=135 PSF x 16/12=180PLF L/240 SPAN = 11.5 (10SW16@16" 0.C.) PASSES Member: C10-158-16 Manufacturer: Genedc Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = IO.OD0O in Area = 0.78 in2 Axial: Flange = 1.6250 in Ix = 9.95 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.20 in4 KxLx = 138.00 in Bend = 0.0849 in Rx = 3.57 in KyLy = 16.00 in t = 0.0566 in Ry = 0.51 in KtLt = 16.00 in Punch = 1.5000 in Cw = 4.16 in6 Bending: Wlip = 0.3585 in Jxl0E3 = 0.84 in4 Mx = 35.71 K-in Wflg -- 1.3420 in Xo -- -0.83 in KLx = 138.00 in VVweb = 9.7170 in Ro = 3.70 in KLy = 16.00 in Beta = 0.95 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 443.29 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 296.96 KSl Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1049.64 K-in Eq. C3.1.2-3 My = St*Fy = 99.53 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 97.172 K-in Find effective section at stress f, f = McJSf = 48.81 KSI eFlange = 1.342 in; eLip = 0.250 in; eWeb = 6.966 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 82.92 K-in Eq. C3.1-1 Ma = Mn/1.67 = 49.65 K-in Sc = 1.699 in^3 With 1/3 stress increase Ma = 66.20 K-in SHEAR ANALYSIS h/t · 1.38*(5,34*E/Fy)^,5. Therefore Va = .53*E*5.34*t^3/h Va = 1,56 KIPS With 1/3 stress increase = 2,08 KIPS I I I I I I I ! ! I I ! I I I I I I i SECTION 2-2 (2ND FLOOR LEVEL) W=135 PSF x 16/12=180PLF L/240 SPAN = 11.5 (10SW16@16"0.C.) PASSES Web Crippling Analysis Member: C10-158-16 Manufacturer: Generic Yield 50.0 KSI Configuration: Single Location Bearing Reaction Equation Pa Mx Comb~necl :sti/fener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 D.O0 O.O 1035.0 N/A N/^ O.OU N/A No 2 11.50 0.0 1035.0 N/A N/A 0.00 N/A No Location Beanng Loa(~ Equation Pa MX (Joml~nea St~ener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I SECTION 2-2 (2ND FLOOR LEVEL) W=107 PSF x 16/12=143PLF AT BATHROOM L/360 SPAN = 12'-0 (10SW16@16" 0.C.) PASSES Overall Length of Beam: 12 ft. Axial Load: 0 KIPS Deflection Limit: 360,0 143 l0 I I I 12 Mx (Max) Magnitutle Location 30.888 K-In 6.00 ft Vx (Max) 0.858 KIPS 0,00 ft Required 5.6541 in^4 6.00 ft Span I Length (It) Loaf] (PLF) Moment {K-in) Location (It) Deft. Fact. (in) Location (It) I I I I I I I I I I I IliiSuppo~21 Location12.000.00 (It) Moment(K-in)0.0000.000 Reaction858.000§58,000(lbs) I I I I I I I I I I I I I I I I I I SECTION 2-2 (2ND FLOOR LEVEL) W=107 PSF x 16/12=143PLF AT BATHROOM 1_/360 SPAN = 12'-0 (10SW16@16" 0.C.) PASSES Member: C10-158-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 10.0000 in Area = 0.7~ in2 Axial: Flange = 1.6250 in Ix = 9.95 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.20 in4 Kxl_x = 144.00 in Bend = 0.0849 in Rx = 3.57 in KyLy = 16.00 in t = 0,0566 in Ry = 0.51 in KtLt= 16.00 in Punch = 1.5000 in Cw = 4.16 in6 Bending: VVlip = 0.3585 in Jxl0E3 = 0.84 in4 Mx = 30.89 K-in Wflg = 1.3420 in Xo = -0.83 in KLx = 144.00 in Wweb = 9.7170 in Ro = 3.70 in KLy = 16.00 in Beta = 0.95 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 443.29 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 296.96 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1049.64 K-in Eq. C3.1.2-3 My = St*Fy = 99.53 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 97.172 K-in Find effective section at stress f, f = Mc,/Sf = 48.81 KSI eFlange = 1.342 in; eLip = 0.250 in; eWeb = 6.966 in; Eq. C3,1.2-1 Mn = ScMc/Sf = 82.92 K-in Eq. C3.1-1 Ma = Mn/1.67 = 49.65 K-in Sc = 1.699 in^3 With 1/3 stress increase Ma = 66,20 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 1.56 KIPS With 1/3 stress increase = 2.08 KIPS I I I I I I I I I I I I I I I I I I I SECTION 2-2 (2ND FLOOR LEVEL) W=107 PSF x 16/12=143PLF AT BATHROOM L/360 SPAN = 12'-0 (10SW16@16" 0.C.) PASSES Web Crippling Analysis Member:. C10-158-16 Manufacturer: Genedc Yield = 50.0 KSI Configuration: Single Location Bearing Keaction Equation Pa MX Combine~l St~'ener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.0 858.0 N/A N/A 0.00 N/A NO 2 12.00 0,0 858.0 N/A N/A 0.00 N/A No Location Beanng Loa(~ I:quation Pa Mx Combine(] Stiltener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I SECTION 2-2 (1ST FLOOR LEVEL) W=135 PSF x 16/12=180PLF L/240 SPAN = 16 (10SW14@16" 0.C.) PASSES Overall Length of Beam: 16 ft. Axial Load: 0 KIPS Deflection Limit: 240.0 180 I 10 I I I I I I I I I I I I I I 16 Mx (Max) Magnitu(le Location 69.120 K-in 8.00 ft Vx (Max) 1.440 KIPS 0.00 ft Required 11.2466 in^4 8.00 ft ~Span ] Length (It) Load (PLF) Moment (K-in) Location (It) I [ 16.00 180.0 69.120 8.00 ;SuPlPort Location0.00 (It) Moment (K-in) [0.000 Reaction1440.000(Ibs) [ 2 16.00 0,000 1440,000 Deft. Fact. (in) Location (it) -B.9973 8.00 I I I I I I I I I I I I I I I I I I SECTION 2-2 (1ST FLOOR LEVEL) W=135 PSF x 16/12=180PLF L/240 SPAN = 16 (10SW14@16"0.C.) PASSES Member: C10-158-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Deptiq = 10,0000 in Area = 0.91 in2 Axial: Flange = 1.6250 in ix = 12.28 in4 P = 0.00 KIPS Lip = 0,5000 in ly = 0.25 in4 KxLx = 192.00 in Bend = 0,1065 in Rx = 3.55 in KyLy = 16.00 in t = 0.0710 in Ry = 0.50 in KtLt= 16.00 in Punch = 1.5000 in Cw = 5.04 in6 Bending: Wiip = 0.3225 in Jxl0E3 = 1.64 in4 Mx = 69.12 K-in Wflg = 1,2700 in Xo = -0.82 in KLx = 192.00 in VVweb = 9.6450 in Ro = 3.68 in KLy = 16.00 in Beta = 0.95 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 436.64 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 286.86 KSI Eq. C3.1,2-5 Me = RoA(Sigt*Sigy)^.5 = 1268.04 K-in Eq. C3.1.2-3 My = St*Fy = 122.81 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 119.840 K-in Find effective section at stress f, f = Mc/Sf = 48.79 KSI eFlange = 1.270 in; eLip = 0.322 in; eWeb = 8.145 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 119.60 K-in Eq. C3.1-1 Ma = Mn/1.67 = 71.62 K-in Sc = 2.451 in^3 With 1/3 stress increase Ma = 95.49 K-in SHEAR ANALYSIS h / t · 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 3.10 KIPS W~th 1/3stress increase= 4,13 KIPS I I I I I I I I I I I I I I I I I I I SECTION 2-2 (1ST FLOOR LEVEL) W=135 PSF x 16/12=180PLF L/240 SPAN = 16 (10SW14@16" 0.C.) PASSES Web Crippling Analysis Member: C10-158-14 Manufacturer. Generic Yield = 50.0 KSI Configuration: Single Location Beanng Heact~on Equation Pa Mx (.;Omblne(~ Stiffener Support (ft) W~dth (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.00 0.0 1440.0 N/A N/A O.OD N/A NO 2 16.00 0.0 1440,0 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa Mx Combinea ~sti//ener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I SECTION 2-2 (1ST FLOOR LEVEL) W=97 PSF x 16/12=130PLF L/360 SPAN = 16.5 (10J14@16" 0.C.) PASSES Overall Length of Beam: 16.5 ft. Axial Load: 0 KIPS 130 Deflection Limit: 360.0 l0 I I I 16.5 Mx (Max) Magnitu(le Location 53.089 K-in 8.25 ft Vx (Max) 1.072 KIPS 0.00 ft Required 13.3622 in^4 8.25 ft I SPlan Length {It) Loa~l {l~LI-) Moment (K-in) 115.50 130.0 Location (It) §.25 Uetl. Fact. (in) -7.3492 Location I I I I I I I I I I I support I Location (It) I Moment (K-in) [ Reaction (lbs) 1 I 0.00 0.000 1072.500 2 [ 16.50 0.000 1072.500 I I I I I I I I I I I I I I I I I I SECTION 2-2 (1ST FLOOR LEVEL) W=97 PSF x 16/12=130PLF L/360 SPAN = 16.5 (10J14@16"0.C.) PASSES Member: C10-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Deptl~ = 10.0000 in Area = 1.04 in2 Axial: Flange = 2.0000 in Ix = 13.77 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.44 in4 KxLx = 198,00 in Bend = 0.1065 in Rx = 3.65 in KyLy = 16.00 in t = 0.0710 in Ry = 0.65 in KtLt = 16,00 in Punch = 1.5000 in Cw = 8.76 in6 Bending: Wiip = 0.3850 in Jxl0E3 = 1.74 in4 Mx = 53.09 K-in VVflg = 1.6450 in Xo = -1.11 in KLx = 198.00 in W~veb = 9.6450 in Ro = 3.86 in KLy = 16.00 in Beta = 0.92 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 645.10 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 479.63 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 2228,04 K-in Eq. C3.1.2-3 My = St*Fy = 137.71 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 135.582 K-in Find effective section at stress f, f = Mc/Sf = 49.23 KSI eFlange = 1.645 in; eLip = 0,187 in; eWeb = 8.145 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 130.63 K-in Eq. C3,1-1 Ma = Mn/1.87 = 78.22 K-in Sc = 2.654 in^3 With 1/3 stress increase Ma = 104,29 K-in SHEAR ANALYSIS h / t · 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 3.10 KIPS With 1/3stress increase= 4.13 KIPS I I I I I I I I I I I I I I I I I I I SECTION 2-2 (1ST FLOOR LEVEL) W=97 PSF x 16/12=130PLF L/360 SPAN = 16.5 (10J14@16" 0.C.) PASSES Web Crippling Analysis Member: C10-2-14 Manufacturer: Genedc Yield = 50.0 KSI Configuration: Single Location lSeanng Reaction Equation Pa Mx Combined 5tiltener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.u 1072.5 NIA N/A D.O0 N/A No 2 16.50 0.0 1072.5 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa Mx Combined Stiffener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I SECTION 2-2 (1ST FLOOR LEVEL) W=97 PSF x 16/12=130PLF L/360 SPAN = 12' (10SW16@16" 0.C.) PASSES Overall Length of Beam: 12 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 L 130 J Io I I I I I I I I I I I I I I 12 Mx (Max) Magnitude Location 28,080 K-in 6.00 ft Vx (Max) 0.780 KIPS 0.00 ft L Required 5.1401 in^4 6,00ft span Length (it) Load (PLF) i 12.00 130.0 Moment {K-In) 2;B.080 Location (ft) Deft. Fact. (in) -2.0[:)~0 I Suppo~ Location (it) I Moment (K-in) I Reaction {lbs) i I 0.00 0.000 780.000 2 12.00 0.000 780.000 Location (It) 6.00 t I I I I I I I I I I I I I I I I I SECTION 2-2 (1ST FLOOR LEVEL) W=97 PSF x 16/12=130PLF = 10 " L/360 SPAN 12' ( SW16@16 0.C.) PASSES Member: C10-158-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Oeptl3 = 10.0000 In Area = 0.78 in2 Axial: Flange = 1.6250 in Ix = 9.95 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.20 in4 KxLx = 144.00 in Bend = 0.0849 in Rx = 3.57 in KyLy = 16.00 in t = 0.0566 in Ry = 0.51 in KtLt= 16.00 in Punch = 1.5000 in Cw = 4.16 in6 Bending: Wlip = 0.3585 in Jxl0E3 = 0.84 in4 Mx = 28.08 K-in VVflg = 1.3420 in Xo = -0.83 in KLx = 144.00 in VV~veb = 9.7170 in Ro = 3.70 in KLy = 16.00 in Beta = 0.95 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 443.29 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 296.96 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy).'.5 = 1049.64 K-in Eq. C3.1.2-3 My = Sf'Fy = 99.53 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 97.172 K-in Find effective section at stress f, f = Mc/Sf = 48.81 KSI eFlange = 1.342 in; eLip = 0.250 in; eWeb = 6.966 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 82.92 K-in Eq. C3.1-1 Ma = Mn/1.67 = 49.65 K-in Sc = 1.699 in^3 With 1/3 stress increase Ma = 66.20 K-in SHEAR ANALYSIS hit > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 1.56 KIPS With 1/3 stress increase = 2.08 KIPS I I I I I I I I I I I I I I I I I I I SECTION 2-2 (1ST FLOOR LEVEL) W=97 PSF x 16/12=130PLF 1_/360 SPAN = 12' (10SW16@16" 0.C.) PASSES Web Crippling Analysis Member: C10-158-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Location Bearing Reaction Equation Pa Mx (Jomb~ned ~tittener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 o.oo o.o 780.0 N/A N/A o.oo N/A No 2 12,00 0.0 780.0 N/A N/A 0.00 N/A No Location Bearing Load bquation Pa MX C. ombinecl Stltrener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I TYPICAL STRINGER (SECTION 3-3) SPAN=16'-0 TILE FINISH L/360 (AT KITCHEN) Overall Length of Beam: 16 ft. Axial Load: 0 KIPS W=97x12/12= 97PLF 12" O.C. Deflection Limit: 360.0 10 I I I I I I I I I I I I I I 16 Mx (Max) Magnitude Location 37.248 K-in 8.00 ft Vx (Max) 0.776 KIPS 0.00 ft Required 9.0910 in^4 8.00 ft Length16.0o (It) Load (F'LI-) Moment (K-in) Location (It) Deft. l.act. {in) Location {It) 97.0 37.248 8.00 -4.8486 §.00 Support I Location (It) I Moment (K-in) 1 I 0.00 0.000 2 i 16.00 0.000 Reaction {lbs) 776.000 776.000 [ I I i I I I 1 i I I I t I I I I I TYPICAL STRINGER (SECTION 3-3) SPAN=16'-0 W=97x12/12= 97PLF 12" O.C. TILE FINISH 1_/360 (AT KITCHEN) Member: C10-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 10.0000 in Area = 0.83 in2 Axial: Flange = 2.0000 in Ix = 11.14 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.36 in4 KxLx = 192.00 in Bend = 0.0849 in Rx = 3.66 in KyLy = 16.00 in t = 0.0566 in Ry = 0.66 in KtLt = 16.00 in Punch = 1.5000 in Cw = 7.19 in6 Bending: Wiip = 0.4210 in Jxl0E3 = 0.89 in4 Mx = 37.25 K-in VVflg = 1.7170 in Xo = -1.12 in KLx = 192.00 in Wweb = 9.7170 in Ro = 3.88 in KLy = 16.00 in Beta = 0.92 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 652.86 KSI Eq. C3.1.2-8 Sigy = Pi"2E/(Ly/Ry)^2 = 492.87 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1832.99 K-in Eq. C3.1.2-3 My = Sf*Fy = 111.44 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 109.743 K-in Find effective section at stress f, f = Mc/Sf = 49.24 KSI eFlange = 1.477 in; eLip = 0.139 in; eWeb = 6.562 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 83.08 K-in Eq. C3.1-1 Ma = Mn/1.67 = 49.75 K-in Sc = 1.687 in^3 With 1/3 stress increase Ma = 66.33 K-in SHEAR ANALYSIS h / t · 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 1.56 KIPS With 1/3 stress increase = 2.08 KIPS I I I I I I TYPICAL STRINGER (SECTION 3-3) SPAN=16'-0 W=97x12/12= 97PLF 12" O.C. TILE FINISH L/360 (AT KITCHEN) Web Crippling Analysis 4ember: C10-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Location Bearing Reaction Equation Pa MX Combined ~tiffener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 O.OO 0.0 776.0 N/A N/A O.O(J N/A NO 2 r 16.00 0.0 776.0 N/A N/A 0.00 N/A No Location Bearing LoaCl Equation Pa MX Combined Stilfener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I i I I I I I I I I I I I I SECTION 3-3 (1ST FLOOR LEVEL) W=137PSF x 16/12=183 PLF L/360 SPAN = 16.5' (10J12@16" 0.C.) PASSES Overall Length of Beam: 16.5 ft. Axial Load: 0 KIPS 163 Deflection Limit: 360.0 [0 i ! I 16.5 Mx (Max) Magnltucle Location 74.733 K-in 8.25 ft Vx (Max) 1.510 KIPS 0.00 ft Requ red 18.8098 in^4 8.25 ft Span Length (It) Loa(I (PLF) Moment (K-in) Location I 16.50 163.0 74.733 ;~.25 Deft. Fact. (in) -10.3454 Location (It) 6.2§ I I I i I I I I I I I Suppo~ I Location (It) Moment (K-in) Reaction (lbs) I i 0.00 0.000 150~.750 2 16.50 0.000 1509.750 I0 77 I"L ~.t~ o.c I I I I i I I I I I I i I I I I I I SECTION 3-3 (1ST FLOOR LEVEL)W=137PSF x 16/12=183 PLF L/360 SPAN = 16.5' (10J12@16" 0.C.) PASSES Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 10.0000 in Area = 1.46 in2 Axial: Flange = 2.0000 in Ix = 19.09 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.58 in4 KxLx = 198.00 in Bend = 0.1525 in Rx = 3.61 in KyLy = 16,00 in t = 0,1017 in Ry = 0,63 in KtLt= 16.00 in Punch = 1.5000 in Cw = 11.78 in6 Bending: Wiip = 0.3083 in Jxl0E3 = 5.04 in4 Mx = 74.73 K-in Wf]g = 1.4915 in Xo = -1.09 in KLx = 198.00 in Wweb = 9.4915 in Ro = 3.83 in KLy = 16.00 in Beta = 0.92 KLt = 16.00 in BENDING ANALYSIS Eq, C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 629.08 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 451.52 KSI Eq, C3,1.2-5 Me = RoA(Sigt*Sigy)^.5 = 2980.04 K-in Eq. C3.1.2-3 My = St*Fy = 190.94 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 187.881 K-in Find effective section at stress f, f = Mc/Sf = 49.20 KSI eFlange = 1.492 in; eLip = 0,308 in; eWeb = 7.991 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 187.55 K-in Eq. C3.1-1 Ma = Mn/1.67 = 112.30 K-in Sc = 3.812 in^3 VVith 1/3 stress increase Ma = 149.74 K-in SHEAR ANALYSIS h/t > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 9.25 KIPS With 1/3 stress increase = 12.34 KIPS I I I1 I I I I I I I i I I I I I I I I SECTION 3-3 (1ST FLOOR LEVEL) W=137PSF x 16/12=183 PLF 1_/360 SPAN = 16.5' (10J12@16" 0.C.) PASSES Web Crippling Analysis Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Location I Bearing Reaction Equation Pa Mx Combinecl Stiffener Support (ft)! Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0,OD 0.0 1,509.8 N/A N/A 0.00 N/A No 2 16.50 0.0 1509.8 N/A N/A 0.00 N/A No Location Beanng Loacl Equation Pa MX Combine(~ ~tilfener Pt Load (ft) W~dth (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I SECTION 3-3 (1ST FLOOR LEVEL) W=137PSF x 12/12=137 PLF L/360 SPAN = 16.5' (10J14@12" 0.C.) PASSES Overall Length of Beam: 16.5 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 l 137 I I I I / I I I I I I I I I I0 16.5 Mx (Max) Magnitutle Location 55.947 K-in 8.25 ft Vx (Max) 1,130 KIPS 0,00 ft Requ red 14.0817 in^4 8.25 ft Spqan Lengthl~.50(It) Load (PLF)137.0 Moment55.94 ~(K'in) Locations.25 Il(It) I Deft. Fact../.7449(in) LocationB.25(lt) supponI 2 Location (it) i Moment (K-in) Reaction (lbs) 0.00 I 0.000 ~ 130.250 16.501 0.000 ~ 1130.250 II I I t I I I t I I I I I 1 I I I SECTION 3-3 (1ST FLOOR LEVEL) W=137PSF x 12/12=137 PLF L/360 SPAN = 16.5' (10J14@12" 0.C.) PASSES Member: C10-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing E)eptt~ = 10.0000 in Area = 1.04 in2 Axial: Flange = 2.0000 in Ix = 13.77 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0,44 in4 KxLx = 198.00 in Bend = 0.1065 in Rx = 3.65 in KyLy = 16.00 in t = 0,0710 in Ry = 0.65 in KtLt = 16.00 in Punch = 1.5000 in Cw = 8.76 in6 Bending: Wlip = 0.3850 in Jxl0E3 = 1,74 in4 Mx = 55.95 K-in Wflg = 1.6450 in Xo = -1.11 in KLx = 198.00 in Wweb = 9.6450 in Ro = 3.86 in KLy = 16,00 in Beta = 0,92 KLt = 16.00 in BENDING ANALYSIS Eq, C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 645,10 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 479.63 KSI Eq, C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 2228.04 K-in Eq. C3.1.2-3 My = SPFy = 137.71 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 135.582 K-in Find effective section at stress f, f = Mc/Sf = 49.23 KSl eFlange = 1.645 in; eLip = 0.187 in; eWeb = 8.145 in; Eq. C3,1.2-1 Mn = ScMc/Sf = 130.63 K-in Eq, C3.1-1 Ma = Mn/1,67 = 78.22 K-in Sc = 2.654 in^3 With 1/3 stress increase Ma = 104,29 K-in SHEAR ANALYSIS h / t > 1,38 * (5,34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 3.10 KIPS With 1/3stress increase= 4.13 KIPS I! I I I I ! I I I ! I I ! 1 I I I I i SECTION 3-3 (1ST FLOOR LEVEL) W=137PSF x 12/12=137 PLF L/360 SPAN = 16.5' (10J14@12" 0.C.) PASSES ....... WARNINGS! ...... Required Inertia exceeds member capacity. IReq = 14.082. Ix = 13.771. I I i I I [ 1 I I [ I I i i I I I [ I SECTION 3-3 (1ST FLOOR LEVEL) W=137PSF x 12/12=137 PLF L/360 SPAN = 16.5' (10J14@12" 0.C.) PASSES Web Crippling Analysis Member: C10-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Location Beanng Reaction Equation I~a Mx Combined ~Stlftener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.00 0.0 11 ;50.3 N/A N/A O.OO N/A NO 2 16.50 0.0 1130.3 N/A N/A 0.00 N/A No Location Bearing Loaa Equation Pa Mx Combined ~stittener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I ! TYPICAL STRINGER (SECTION 1-1 & 3-3) SPAN=16.5' L/360 BEDROOM 10J16 @16" O.C. Overall Length of Beam: 16.5 f. Axial Load: 0 KIPS 12U W=90x16/12= 120PLF Deflection Limit: 360.0 10 I ! I I I I I I I I I I I I 16.5 Mx (Max) Magnitu~le Location 49.005 K-in 8.25 ft Vx (Max) 0.990 KIPS 0.00 ft Requ red 12.3343 in^4 8.25 ft Span Length (It) Load (PLF) Moment (K-in) Location (It) Deft. Fact. {in) Location (It) 1 1§.5U 12U.U 49.UU5 8.25 -6./B39 ~,25 Support Location (It) I Moment (K-in) I Reaction (lbs) I U.UU O.OOO 990.000 2 16.50 0.000 990.000 TYPICAL STRINGER (SECTION 1-1 & 3-3) SPAN=16.5' W=90x16/12= 120PLF L/360 BEDROOM 10J16 @16" O.C. Member: C10-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 10.0000 ~n Area = 0.83 in2 Axial: Flange = 2.0000 in Ix = 11.14 in4 P = 0.00 KIPS Lip -- 0.5625 in ly = 0.36 in4 KxLx = 198.00 in Bend = 0.0849 in Rx = 3.66 in KyLy = 16.00 in t = 0.0566 in Ry = 0.66 in KtLt = 16.00 in Punch = 1.5000 in Cw = 7.19 in6 Bending: Wlip = 0.4210 in Jxl0E3 = 0.89 in4 Mx = 49.01 K-in Wflg = 1.7170 in Xo = -1.12 in KLx -- 198.00 in Wweb = 9.7170 in Ro = 3.88 in KLy = 16.00 in Beta = 0.92 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo,^2 = 652.86 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 492.87 KSl Eq, C3,1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1832.99 K-in Eq. C3.1.2-3 My = Sf*Fy = 111.44 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 109.743 K-in Find effective section at stress f, f = Mc/Sf = 49.24 KSl eFlange = 1.477 in; eLip = 0.139 in; eWeb = 6,562 in; Eq, C3.1.2-1 Mn = ScMc/Sf = 83.08 K-in Eq. C3.1-1 Ma = Mn/1.67 = 49.75 K-in Sc = 1.687 in^3 With 1/3 stress increase Ma = 66.33 K-in SHEAR ANALYSIS h / t · 1.38 * (5.34 * E / Fy) ^ ,5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 1.56 KIPS With 1/3 stress increase = 2.08 KIPS I I I I I I I I I I I I I I I I I I I TYPICAL STRINGER (SECTION 1-1 & 3-3) SPAN=16.5' W=90x16/12= 120PLF L/360 BEDROOM 10J16 @16" O.C. ..... WARNINGS! ******* Required Inertia exceeds member capacity. IReq = 12,334, Ix= 11.144. I I I I I TYPICAL STRINGER (SECTION 1-1 & 3-3) SPAN=16.5' W=90x16/12= 120PLF L/360 BEDROOM 10J16 @16" O.C. Web Crippling Analysis Member: C10-2-16 Manufacturer: Generic Yield -- 50.0 KSI Configuration: Single Location Beanng Reaction Equaaon Pa MX Combin~ Stiltener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.0 990.0 N/A N/A O.OO N/A NO 2 16.50 0.0 990.0 N/A N/A 0.00 N/A No Location Beanng Loacl Equation Pa MX Combine(:l ~t~Itener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I SPECIAL STRINGER (SECTION 1-1) SPAN=16.5' P=1231x16/12=1641# L/240 BEDROOM W=90x16/12= 120PLF Overall Length of Beam: 16.5 ft. Axial Load: 0 KIPS Deflection Limit: 240.0 120 I 1.1711641 10 16.5 Mx (Max) Magnitu-e Location 61.202 K-in 7.28 ft Vx (Max) 2.515 KIPS 0.00 ft [ Requ red 10.5387 In^4 7.99 ff Span I Length (it) Loa(I (PLF) Moment (K-in) Location (ft) Deft. Fact. (in) Location (It) I 16.50 120.0 61.202 7.2§ -8.§~44 7.99 suppo~ LOC. Moment (~) (K-in) I J 0.00 0.000 2 16.50 0.000 Reaction ] [ I~t Loacl LOC. Mag. I Moment (lbs) I (K-in) (,b,) I 717 ~.~o 2514.[J3~ I I 1541.0 1106,362 O.C. SPECIAL STRINGER (SECTION 1-1) SPAN=16.5' P=1231x16/12=1641# L/240 BEDROOM W=90x16/12= 120PLF Member: C10-158-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 10.(~000 ~n Area = 0.97 in2 Axial: Flange = 1.6250 in Ix = 12.28 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.25 in4 KxLx = 198.00 in Bend = 0,1065 in Rx = 3.55 in KyLy = 16.00 in t = 0.0710 in Ry = 0.50 in KtLt = 16.00 in Punch = 1.5000 in Cw = 5.04 in6 Bending: Wiip = 0,3225 in Jxl0E3 = 1.64 in4 Mx = 61.20 K-in Wflg = 1.2700 in Xo = -0.82 in KLx = 198.00 in Wweb = 9.6450 in Ro = 3,68 in KLy = 16.00 in Beta = 0.95 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1,2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 436.64 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 286.86 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1268.04 K-in Eq. C3.1.2-3 My = Sf*Fy = 122.81 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 119.840 K-in Find effective section at stress f, f = Mc/Sf = 48.79 KSI eFlange = 1.270 in; eLip = 0.322 in; eVVeb = 8.145 in; Eq. C3,1.2-1 Mn = ScMc/Sf = 119.60 K-in Eq. C3.1-1 Ma = Mn/1.67 = 71,82 K-in Sc = 2.451 in^3 With 1/3 stress increase Ma = 95.49 K-in SHEAR ANALYSIS hit > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 3.10 KIPS With 1/3 stress increase = 4.13 KIPS I I I I I I SPECIAL STRINGER (SECTION 1-1) SPAN=16.5' W=90x16/12= 120PLF P=1231x16/12=1641# L/240 BEDROOM Web Crippling Analysis Member: C10-158-14 Manufacturer: Generic Yield 50.0 KSI Configuration: Single Location Bearing I~eaction Equation Pa Mx Combined 5t~ttener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 O.OO 0.0 2514.§ N/A N/°, 0.00 N/A NO 2 16.50 0.0 1106.4 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa MX Combinecl ~arrener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 1.17 0.0 1641.0 N/A N/A 34.32 N/A NO I I I I SECTION 1-1 - SPECIAL BEAM #2 W=97x16/12=130 PLF P=2356 x 16/12=3141# 16" O.C. @ BEDROOMS L/240 OR L/360 Overall Length of Beam: 13.5 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 130 -- 1.5 [ 3141 Io 13.5 I I I I I Mx (Max) Magnmtu;le Location 69.429 K-in 4.07 ft Vx (Max) 3.670 KIPS 0.00 ft L Requ red 14.2663 in^4 6.28 ft Span Length (it) I 13.5u Support Loc. (ft) i I O.O0 2 13.50 Load (PLF) Moment (K-in) Location (it) Oetl. Fact. (in) Location (ft]] 130.0 69.429 4.07 -6.419~ 6.28 Moment I Reaction Pt Load LOC. i Mag. I Moment (K-in) I (Ihs) (ft) i (lbs) / (K-In)~ 0.000o.o00 3069.500 1226.500 I 1.bOl, 3141.0 64.296 I -74 SECTION 1-1 - SPECIAL BEAM #2 W=97x16/12=130 PLF P=2356 x 16/12=3141# 16" O.C. @ BEDROOMS L/240 OR L/360 Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Deptl~ = 10,0000 in Area = 1.415 in2 Axial: Flange = 2.0000 in Ix = 19,09 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.58 in4 KxLx = 162,00 in Bend = 0.1525 in Rx = 3.61 in KyLy = 16.00 in t = 0.1017 in Ry = 0.63 in KtLt= 16.00 in Punch = 1,5000 in Cw = 11.78 in6 Bending: VVlip = 0.3083 in Jxl0E3 = 5.04 in4 Mx = 69.43 K-in Wflg = 1.4915 in Xo = -1.09 in KLx = 162.00 in VVweb = 9,4915 in Ro = 3.83 in KLy = 16.00 in Beta = 0.92 KLt = 16,00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 629.08 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 451.52 KSI Eq, C3.1.2-5 Me = RoA(Sigt*Sigy)^,5 = 2980.04 K-in Eq, C3.1.2-3 My = Sf'*Fy = 190,94 K-in Me > 0.5My Therefore. Mc = My(1 - My/4Me) = 187.881 K-in Find effective section at stress f, f = Mc/Sf = 49.20 KSI eFlange = 1.492 in; eLip = 0.308 in; eWeb = 7.991 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 187.55 K-in Eq. C3.1-1 Ma = Mn/1,67 = 112.30 K-in Sc = 3,812 in^3 With 1/3 stress increase Ma = 149.74 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 9.25 KIPS With 1/3 stress increase = 12.34 KIPS I I I I I SECTION 1-1 - SPECIAL BEAM #2 W=97x16/12=130 PLF P=2356 x 16/12=3141# 16" d.C. @ BEDROOMS L/240 OR L/360 Web Crippling Analysis Member: C10-2-12 Manufacturer: Gened, Yield = 50.0 KSI Configuration: Single Location Bearing Reaction Equation Pa M~( (Jombin~d ~ti/l'ener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 O.00 0.O 315§9.5 N/A N/A O.OO N/A NO 2 13.50 0.0 1226.5 N/A N/A 0.00 N/A No Location Bearing Load Equation Pa Mx (.;ombined ~tiltener Pt Load (fl) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 1 .§0 0.0 3141.0 N/A N/A 154.30 N/A NO SECTION 1-1 - SPECIAL BEAM #2 W=97x12/12=97 PLF P=2356 x 12/12=2356# 12" O.C. TILE FINISH L/360 Overall Length of Beam: 13.5 f. Axial Load: 0 KIPS Deflection Limit: 360.0 97 I I I I 1.5 1 2356 13.5 Mx (Max) Magnltu(le Location I 51,960 K-in 4.05 ft Vx (Max) 2,749 KIPS 0.00 ft [ Requ red 10.6723 in^4 6.28 ft I Span Length (It) Loa~l (PLF) Moment (K-in) LOCation (It) Detl. Pact. (in) Location (It) 1 13.50 97.0 51.9150 4,05 -4.8025 §.28 i " LOC. Mag, Moment SupportI(ft)L°c' ;,;o~ient(K.in) Fieaction(ibs) !! Pt Loaa (ft) (lbs) (K-in) I D.UU U,OUD 2748,972 I 1 1.50 235~.0 48.172 2 13.50 0.000 916.528 i I I I I I I I I I I I I I I I I I I SECTION 1-1 - SPECIAL BEAM #2 W=97x12/12=97 PLF P=2356 x 12/12=2356# 12" O,C. TILE FINISH 1_/360 Member: C10-2-12 Manufacturer: Generic Yield = 50,0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Deptl3 = 10.0000 in Area = 1.46 in2 Axial: Flange = 2.0000 in Ix = 19.09 in4 P = 0.00 KIPS Lip = 0,5625 in ly = 0.58 in4 KxLx = 162,00 in Bend = 0,1525 in Rx = 3,61 in KyLy = 16.00 in t = 0.1017 in Ry = 0.63 in KtLt = 16,00 in Punch = 1.5000 in Cw = 11,78 in6 Bending: Wlip = 0.3083 in Jxl0E3 = 5.04 in4 Mx-- 51.96 K-in Wflg = 1.4915 in Xo = -1.09 in KLx = 162.00 in Wweb = 9,4915 in Ro = 3.83 in KLy = 16.00 in Beta = 0,92 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 629.08 KSI Eq. C3.1,2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 451.52 KSI Eq. C3.1,2-5 Me = RoA(Sigt*Sigy)^.5 = 2980.04 K-in Eq. C3.1.2-3 My = Sf*Fy = 190.94 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 187.881 K-in Find effective section at stress f, f = Mc/Sf = 49,20 KSI eFlange = 1,492 in; eLip = 0.308 in; eWeb = 7.991 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 187.55 K-in Eq, C3.1-1 Ma = Mn/1,67 = 112.30 K-in Sc = 3.812 in^3 With 1/3 stress increase Ma = 149.74 K-in SHEAR ANALYSIS h / t · 1.38 * (5,34 * E / Fy) ^ .5. Therefore Va = ,53 * E * 5.34 * t ^ 3 / h Va = 9,25 KIPS With 1/3stress increase= 12.34 KIPS I I SECTION 1-1 - SPECIAL BEAM #2 W=97x12/12=97 PLF TILE FINISH L/360 I Web Crippling Analysis I i I I I I I I I I I I I I I I P=2356 x 12/12=2356# 12" O.C. Member: C10-2-12 Manufacturer: Generic Yield = 50,0 KSI Configuration: Single Location Beanng Reaction Equation Pa MX I Combined ~tiffener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.O0 0,0 2749.0 NIA N/A 0.OD N/A NO 2 13.50 0,0 916,5 N/A N/A 0.00 N/A No Location Beanng Loa(~ Equation Ha MX Comb~ne(~ Sti/tener Pt Load (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 1,50 O.0 23515,0 N/A N/A 48.17 N/A NO I I I I I I I I I I I I I I I I I I SECTION 1-1 - SPECIAL BEAM #2 W=97x12/12=97 PLF P=2356 x 12/12=2356# 12" O.C. @ BEDROOMS L/240 Member: C10-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 10.0000 in Area = 1.04 in;~ Axial: Flange = 2,0000 in Ix = 13.77 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.44 in4 KxLx = 162,00 in Bend = 0,1065 in Rx = 3.65 in KyLy = 16,00 in t = 0.0710 in Ry = 0.65 in KtLt = 16.00 in Punch = 1.5000 in Cw = 8.76 in6 Bending: Wiip = 0,3850 in Jxl0E3 = 1.74 in4 Mx = 51,96 K-in VVflg = 1.6450 in Xo = -1.11 in KLx = 162.00 in VVweb = 9.6450 in Ro = 3.86 in KLy = 16.00 in Beta = 0.92 KLt = 16.00 in BENDING ANALYSIS Eq, C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 645.10 KSI Eq. C3.1,2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 479.63 KSl Eq. C3,1.2-5 Me = RoA(Sigt*Sigy)^.5 = 2228,04 K-in Eq. C3.1.2-3 My = Sf*Fy = 137.71 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 135,582 K-in Find effective section at stress f, f = Mc/Sf = 49.23 KSi eFlange = 1,645 in; eLip = 0,187 in; eWeb = 8.145 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 130.63 K-in Eq. C3.1-1 Ma = Mn/1,67 = 78.22 K-in Sc = 2.654 in^3 With 1/3 stress increase Ma = 104.29 K-in SHEAR ANALYSIS h / t · 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 3.10 KIPS With 113 stress increase = 4.13 KIPS · **WARNING: Combined bending and shear excessive. Check Error page for location(s).*** I I I I I I I I I I I I I I I I I I I SECTION 1-1 - SPECIAL BEAM #2 W=97x12/12=97 PLF @ BEDROOMS L/240 ....... WARNINGS! ...... Combined bending and shear excessive at Pt. Load 1. Shear: Allowable = 3,098. Applied = 2.603, Bending: Allowable = 79.33. Applied = 48.17, P=2356 x 12/12=2356# 12" O.C. I I I I I ! I I I I I I I I I I I I I SECTION 1-1 - SPECIAL BEAM #2 W=97x12/12=97 PLF P=2356 x 12/12=2356# 12" O.C. @ BEDROOMS L/240 Web Crippling Analysis Member: C10-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Location Beanng I~eactlon Equation Pa MX Combined Stiffener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 o.oo o.o 2749.0 N/A N/A 0.OO N/A NO 2 13.50 0.0 916.5 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa Mx Combined :stil/ener Pt Load (ft) I Width (in) (lbs) i Number (lbs) (K-in) Bend-WC Required? _~1 1,50] 0.0 23515.0[ N/A N/A 48.17 N/A NO I I I I SECTION 2-2 SPECIAL BEAM #3 W=95 X 12/12=95 PLF P=1415x12/12=1415 PLF @ L/240 BEDROOMS. Overall Length of Beam: 16.5 ft. Axial Load: 0 KIPS Deflection Limit: 240.0 95 1 1.17 11415 16.5 I ! I Mx (Max) Magnitude Location 49.365 K-in 7.19 ft Vx (Max) 2.098 KIPS 0.00 ft [ Requ red 8.5073 in^4 7.98ff Span i Length (it) Load (PLF) Moment (K-in)i Location (It) Deft. Pact. (in) i Location (it) I i 16.50 95.0 49.3651 7.19 -7.0186I 7.98 I I Suppo~ i Loc. Moment ] Reaction ~ (fi) (K-in) I (lbs) ~ 1- 0,00 O.OgO ~0~8.414 i 2 16.50 0.000 884.086 LOC. Mag. i Moment Pt Load i 1.17 (lbs) ]__(ff) (K-in) I ~ 1415 0i 28,881 I i I I I I I I I I I I I I I I I I I I I ! I I I I I SECTION 2-2 SPECIAL BEAM #3 W=95 X 12/12=95 PLF P=1415x12/12=1415 PLF @ L/240 BEDROOMS. Member: C10-158-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing ~epth = 10.0000 in Area = 0.97 in2 Axial: Flange = 1.6250 in Ix = 12.28 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.25 in4 KxLx = 198.00 in Bend = 0.1065 in Rx = 3.55 in KyLy = 16.00 in t = 0.0710 in Ry = 0.50 in KtLt= 16.00 in Punch = 1.5000 in Cw = 5.04 in6 Bending: VVlip = 0.3225 in Jxl0E3 = 1.64 in4 Mx = 49.36 K-in Wflg = 1.2700 in Xo = -0.82 in KLx = 198.00 in Wweb = 9.6450 in Ro = 3.68 in KLy = 16.00 in Beta = 0.95 KLt = 16.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 436.64 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 286.86 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 1268.04 K-in Eq. C3.1.2-3 My = Sf*Fy = 122.81 K-in Me > 0.SMy Therefore, Mc = My(1 - My/4Me) = 119.840 K-in Find effective section at stress f, f = Mc/Sf = 48.79 KSI eFlange = 1.270 in; eLip = 0.322 in; eWeb = 8.145 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 119.60 K-in Eq. C3.1-1 Ma = Mn/1.67 = 71.62 K-in Sc = 2.451 in^3 With 1/3 stress increase Ma = 95.49 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E* 5.34 * t ^ 3 / h Va = 3.10 KIPS With 1/3 stress increase = 4.13 KIPS I I I I I I I I I I I I I I I I I I I SECTION 2-2 SPECIAL BEAM #3 W=95 X 12/12=95 PLF P=1415x12/12=1415 PLF @ L/240 BEDROOMS. Web Crippling Analysis Member: C10-158o14 Manufacturer: Generic Yield = 50.0 KSI Confi uration: Single Location Beanng Reaction ~-quatlon Pa I Mx Combined '~ Stiffener Support (ft) Width (in) (tbs) Number (lbs) (K-in) Bend-WCI' Required? 1 0,OD 0.0 2098.4 N/A N/A 0.00 N/A , NO 2 16.50 0.0 884.1 N/A N/A 0.00 N/A ! NO Location Bearing Load I:quatlon Pa Mx Combined ] Stiffener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC ! Required? I 1.17 0.0 1415.0 N/A N/A I 28.68 N/A ~ NO I I I I 'P/~C,:,L STRINGER (SECTION 3-3) SPAN=12'-0 W=97x12/12= 97PLF O.C.) L/240 ADA BEDROOM P=2429# (12" Overall Length of Beam: 12 f. Axial Load: 0 KIPS Deflection Limit: 240.0 95 1.5 J2429 I0 ! I I I I 1 I ! I I I I I 12 Mx (Max) Magnltu~le Location 48.203 K-in 2.80 ft Vx (Max) 2.698 KIPS 0.00 ft Requ red 5.6786 in^4 5.53 ft Span Length (It) Loaa (PLF) Mordent (K-in) Location (It) Deft. Fact. (in) Location (It) I 12.0U 9~.O 48.203 2.80 -3.4071 5.53 support LOC. Moment ! Reaction I 1 O.O0 O.OOO 2695.3~5 i l--- '1 2429.0 ~ 4F.234 2 12,00 0.000 , 873.625 ! i I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGACE STEEL FRAMING CONSULTING ENGINEERS JOB SHEET NO. / 0 ~' OF CALCULATED BY. DATE CHECKED BY DA~ I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS /O / CALCULATED BY. CHECKED BY sc^u~ OF DATE. DATE fZ '- o DERP Oc~FT P~ F ? ~- ~ I~_z. 14)0 P LF DORMER RAFTER (BEAM #1) 16" O.C. Overall Length of Beam: 9 ft. Axial Load: 0 KIPS Deflection Limit: 240.0 I0 Mx (Max) Magnitude Location 12.150 K-in 4.50 ft Vx (Max) 0.450 KIPS 0.00 ff [ Required 1.1120 in^4 4.50 ft Span Length (It) Load (PLF) Moment (K-in) I 9.00 100.0 12.150 Location (ft) Detl. Fact. {in) Location (it) 4.50 -0.5004 4.50I I I I I I I I I I I I Support Location (it) I Moment (K-in) I , O.O0 O.O00 2 I 9.00 0.000 I<eactlon (Ihs) i 45U.UOO I 450.000 I I I I i ! I I I I I i I I I ! I I I DORMER RAFTER (BEAM #1) 16" O.C. Member: C6-158-18 Manufacturer: Generic Yield = 33.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 6.0000 in Area = 0.45 in2 Axial: Flange = 1.6250 in Ix = 2.32 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.15 in4 KxLx = 108.00 in Bend = 0.0676 in Rx = 2.28 in KyLy = 60.00 in t = 0.0451 in Ry = 0.58 in KtLt= 60.00 in Punch = 1.5000 in Cw = 1.08 in6 Bending: Wiip = 0.3873 in Jxl0E3 = 0.30 in4 Mx = 12.15 K-in VVflg = 1.3995 in Xo = -1.08 in KLx = 108.00 in Wweb = 5.7745 in Ro = 2.59 in KLy = 60.00 in Beta = 0.83 KLt = 60.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 30.45 KSI Eq. C3.1.2-8 Sigy = Pi^2EJ(Ly/Ry)^2 = 26.88 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 33.07 K-in Eq. C3.1.2-3 My = St'Fy = 25.51 K-in Me > 0.5My Therefore, Mc = My(1 - My/4Me) = 20.588 K-in Find effective section at stress f, f = Mc/Sf = 26.64 KSI eFlange = 1.400 in; eLip = 0.387 in; eWeb = 4.274 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 20.47 K-in Eq. C3.1-1 Ma = Mn/1.67 = 12.26 K-in Sc = 0.769 in^3 With 1/3 stress increase Ma = 16.34 K-in SHEAR ANALYSIS h/t > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 1.33 KIPS With 1/3 stress increase = 1.77 KIPS I I ! I I 1 t I I I I i I I i !' I I I DORMER RAFTER (BEAM #1) 16" O.C. Web Crippling Analysis Member: C6-158-18 Manufacturer: Generic Yield = 33.0 KSI Configuration: Single Location Beanng Reaction Equation Pa Mx Combined ~tiltener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 o.uu U.u 450.u N/A N/A U.OO N/A NO 2 9.00 0.0 450.0 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa Mx Combined ~Stll/ener Pt Load (ft) Width (in) (Ihs) Number (lbs) (K-in) Bend-WC Required? I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS ,lOB ( i,/ ( OF DATE I I ! I DORMER RAFTER (BEAM #2) (16" 0.C.) Overall Length of Beam: 9.17 ft. Axial Load: .3 KIPS 67 Deflection Limit: 240.0 I I I i I I I i i I i I / I I [0 9.17 Mx (Max) Magnitude Location 8.451 K-in 4.59 ft Vx (Max) 0.307 KIPS 0.00 ff Required 0.7881 in^4 4.58 ft Span Length (ft) Load (FLF) I 9.1/ §~,O Moment (K-in) 8.451 Suppo~ 1 Location (It) Uetl. Fact. (in) Location 4.59 -0.3§1:3 4.58J Location(R)[ Moment(K-in) Reaction(Ibs)l O.OO O.OOO 3U~.195 9.17 0.000~ 307.195 I I 1 I ! I 1 I ! I I I I I I I I I DORMER RAFTER (BEAM #2) (16" 0.C.) Member: C6-158-18 Manufacturer: Generic Yield = 33,0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = §,UUUU in Area = 0.45 in2 Axial: Flange = 1.6250 in Ix = 2.32 in4 P = 0.30 KIPS Lip = 0.5000 in ly = 0.15 in4 KxLx = 110.04 in Bend = 0.0676 in Rx = 2,28 in KyLy = 60.00 in t = 0,0451 in Ry = 0.58 in KtLt= 60.00 in Punch = 1.5000 in Cw = 1.08 in6 Bending: Wiip = 0,3873 in Jxl0E3 = 0.30 in4 Mx = 8.45 K-in VVflg = 1,3995 in Xo = -1.08 in KLx = 110.04 in Wweb = 5.7745 in Ro = 2.59 in KLy = 60.00 in Beta = 0.83 KLt = 60.00 in AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi^2E/(KLx/Rx)^2 = 124.69 KSI Eq, C4,1-1 Fey = Pi^2E/(KLy/Ry)^2 = 26,88 KSI Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/KLt^2)/ARo^2 = 30.45 KSI Eq, C4,2.1 Fet = (Sigt + Fex - ((Sigt + Fex)^2 - 4Beta*Sigt*Fex)^,5/2Beta = 28.92 KSI Fe = 26,88 KSI Fe > Fy/2. Therefore Fn = Fy(1- Fy/4Fe), Fn = 22.87 KSI Find Ae at stress Fn: eFlange = 1,400 in; eLip = 0.387 in; eWeb = 1.809 in; Ae = 0.268 in Eq. C4-2 Pn = AeFn = 6.14 KIPS Eq. C4-1 Pa = Pn/1.92 = 3.20 KIPS With 1/3 stress increase Pa = 4.26 KIPS BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 30.45 KSI Eq, C3.1.2-8 Sigy = Pi^2FJ(Ly/Ry)^2 = 26.88 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 33,07 K-in Eq. C3,1.2~3 My = Sf*Fy = 25.51 K-in Me · 0,5My Therefore, Mc = My(1 - My/4Me) = 20.588 K-in Find effective section at stress f, f = Mc/Sf = 26.64 KSI eFlange = 1.400 in; eLip = 0.387 in; eWeb = 4.274 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 20.47 K-in Eq. C3.1-1 Ma = Mn/1.67 = 12.26 K-in Sc = 0.769 in^3 With 1/3 stress increase Ma = 16.34 K-in COMBINED AXIAL AND BENDING Eq, C5-5 Pcr = Pi^2EIx/Lx^2 = 55.75 KIPS Eq, C5-40megax = I- 1.92P/Pcr = 0.990 Interaction Equations: Eq. C5-1 P/Pa + Mx/MaOmegax = 0.790 Eq. C5-2 P/Pao + Mx/Ma = 0,754 With 1/3 stress increase -- 74.34 KIPS With 1/3 stress increase = 0.992 With 1/3 stress increase = 0.591 With 1/3 stress increase = 0.566 SHEAR ANALYSIS h / t · 1,38 * (5.34 * E / Fy) ^ .5, Therefore Va = .53 * E * 5,34 * t ^ 3 / h Va = 1,33 KIPS With 1/3 stress increase = 1.77 KIPS i I 1 i t I I I I i i I I I i DORMER RAFTER (BEAM #2) (16" 0.C.) Web Crippling Analysis Member: C6-158-18 Manufacturer: Generic Yield 33.0 KSl Configuration: Single Location Beanng Reaction Equation Pa Mx Combine0 Stiffener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.O0 O.O 307.2 N/A N/A O.0O N/A NO 2 9.17 0.0 307.2 N/A N/A 0.00 N/A No Locatmon ISearlng I Loa0 Equation Pa Mx Combineo ~stilfener Pt Load (fi) Width (in) i (lbs) Number (lbs) (K-in) Bend-WC Required? I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB. SHEETNO [ L'~ ~ OF. CALCULATED BY_ DATE CHECKED BY DATE - '2-0 (esu~: ,z ~ ~-rlz) : t HUNG ASSOCIATES, INC. STRUCTURAL / C~VIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB SHEET NO / J ~) OF C.ECKEO m,. o^'rE ~Or¢~ j ~J~ I~IDGE BEAM "B & C" l I ;CALE = 1:14 I UNITS: kip DATE: 6/ 6/ 1 X2 )X I I I ! I ! I I i I I I i I .4-OO ----.400 O0 REACTIONS LOAD NO. 1 DL + SNOW IIDGE BEAM "B & C" I ICALE = 1:14 I UNITS: kip I DATE: 6/ 6/ 1 X2 I i I I I I I I I I I i REACTIONS ).25 >Xl LOAD NO. 2 POINT I I I I I I I I I I I I I I I I I I I ~, Ir'LoC,x." ~" /V E ~ T~O [IO I I I I I I I I I I I I I I I I I I I ~ CcT~'o Oou~E 10 5~16 ~/ ?o.~r I I HUNG ASSOCIATES, INC.  STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JoB SHEET NO. CALCULATED BY CHECKED BY SCALE DATE DATE (9 /~ % · c. ! So I I I I STRINGERS BETVVEEN DORMERS (SOUTH SIDE) -6-J1~@16" O.C. W=75 PSF /6/~_x "/~: iOO Overall Length of Beam: 14 ft. Axial Load: 0 KIPS Deflection Limit: 240.0 i 100 I I I I I I I I I I I I I I I I I0 14 Mx (Max) Magnitude Location 29.400 K-in 7.00 ft Vx (Max) 0.700 KIPS 0.00 ft Requ red 4.1858 in^4 7.00 ft sPlan Length14.00(lt) Load (PLF)10O.0 Moment29.400(K-in) Location7.00 (It) Deft. Fact._2.9300 I(in), Location/.00 (It)~ , Suppo~ Location (it) I Moment {K-in) I Reaction (lbs) I O.OO O.OOO /OO.OOO 2 14.00 0.000 700.000 I I I I I I I I I I I I I I I I I I I STRINGERS BETWEEN DORMERS (SOUTH SIDE) 6J16@16" O.C. W=75 PSF Member: C8-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = B.O000 in Area = 0.72 in2 Axial: Flange = 2.0000 in Ix = 6.49 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0,34 in4 KxLx = 168,00 in Bend = 0.0849 in Rx = 3.00 in KyLy = 60,00 in t = 0.0566 in Ry = 0.69 in KtLt = 60.00 in Punch = 1.5000 in Cw = 4,35 in6 Bending: Wlip = 0.4210 in Jxl0E3 = 0.77 in4 Mx = 29.40 K-in Wflg = 1.7170 in Xo = -1.25 in KLx = 168.00 in V'v~veb = 7.7170 in Ro = 3.33 in KLy = 60,00 in Beta = 0.86 KLt = 60.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 45.31 KSI Eq. C3.1,2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 38,38 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 99.73 K-in Eq. C3.1.2-3 My = St*Fy = 81.15 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 64.642 K-in Find effective section at stress f, f = Mc/Sf = 39.83 KSI eFlange = 1,677 in; eLip = 0,229 in; eWeb = 6,217 in; Eq, C3.1.2-1 Mn = ScMc/Sf = 61.54 K-in Eq. C3.1-1 Ma = Mn/1.67 = 36.85 K-in Sc = 1.545 in^3 With 1/3 stress increase Ma = 49.14 K-in SHEAR ANALYSIS hit · 1.38*(5.34*E/Fy)^.5. Therefore Va = ,53*E*5.34*t^3/h Va = 1.96 KIPS With 1/3 stress increase = 2.62 KIPS I I I I I I I I I I I I I I I I I I I STRINGERS BETWEEN DORMERS (SOUTH SIDE) 6J16@16" O.C. W=75 PSF Web Crippling Analysis Member: C8-2-16 Manufacturer: Generi, Yield = 50.0 KS1 Configuration: Single Location Beanng Reaction Equation Pa Mx Combinea 5ti.ener Support (It) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I O.OO O.O 700.0 NIA N/A O.OO N/A NO 2 14.00 0.0 700.0 N/A N/A 0.00 N/A No Location I~eanng Load Equation Pa MX Combined Stiffener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? ! ! ! ! RAFTER BETVVEEN DORMERS Overall Length of Beam: 14 ft. (8J14 SPACED AT 24" O.C.) Axial Load: 0 KIPS Deflection Limit: 240,0 150 II0 14 ] I I I I I I I I I I I I I I MagnituOe Location Mx (Max) 44.t00 K-in 7.00 ft Vx (Max) 1.050 KIPS 0.00 ft I Required 6.2786 in^4 7.00 ft SPlan Len~iii (it) Load (PLF) Moment (K-in) Location (it) Deft. Fact. (in) Location (ft) 14.00 1`50.0 44,100 7.00 -4.3951 7.00 support Location (It) I Moment (K-in) r Reaction (lbs) I 1 0.00 O.O00 10,50.000 2 14.00 0.000 1050.000I / I I I I I I I I I I I I I I I I I I I RAFTER BETWEEN DORMERS (8J14 SPACED AT 24" D.C.) Member: C8-2-14 Manufacturer, Generic Yield = 50,0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 8.0000 in Area = 0.89 in;;/ Axial: Flange = 2.0000 in Ix = 8.01 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.41 in4 KxLx = 168.00 in Bend = 0.1065 in Rx = 2.99 in KyLy = 60.00 in t = 0.0710 in Ry = 0.68 in KtLt = 60.00 in Punch = 1.5000 in Cw = 5.29 in6 Bending: Wiip = 0,3850 in Jxl0E3 = 1.50 in4 Mx = ~ VVflg = 1.6450 in Xo = -1.24 in KLx = 1~' VVweb = 7.6450 in RD = 3.31 in KLy -- 60.00 in Beta = 0.86 KLt = 60.00 in BENDING ANALYSIS Eq. C3.1,2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 45.42 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 37.40 KSI Eq, C3.1,2-5 Me = RoA(Sigt*Sigy)^.5 = 121.97 K-in Eq. C3.1.2-3 My = St*Fy = 100.10 K-in Me · 0,5My Therefore, Mc = My(1 - My/4Me) = 79.560 K-in Find effective section at stress f, f = Mc/Sf = 39.74 KSI eFlange = 1.645 in; eLip = 0.343 in; eWeb = 6.145 in; Sc = 1.981 in^3 Eq. C3,1,2-1 Mn = ScMc/Sf = 78.73 K-in Eq. C3.1-1 Ma = Mn/1.67 = 4~.14 K-i~ With 1/3 stress increase Ma = 62.86 K-in SHEAR ANALYSIS h / t · 1.38 * (5,34 * E / Fy) ^ ,5, Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 3.91 KIPS With 1/3 stress increase = 5.21 KIPS I I I I I I I I I I I I I I I I I I I RAFTER BETWEEN DORMERS (8J14 SPACED AT 24" O.C.) Web Crippling Analysis Member: C8-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Location Beanng I~eaction Equation Pa MX Combinecl Stilfener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.0 1050.0 N/A N/A 0.00 N/^ No 2 14.00 0.0 1050.0 N/A N/A 0.00 N/A No Location Bearing Loacl Equation Pa Mx Combinecl ~Stil/ener Pt Load (ft) , Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I RAFTER BETVVEEN DORMERS 10J12@24" O.C. Overall Length of Beam: 18 ft. L=18' SPACED @ 24" O.C. W=75 PSF x24/12=150 PLF Axial Load: 0 KIPS 15o Deflection Limit: 240~0 I I I I I I I I I I I I I I I I0 18 Mx (Max) Magnitm]e Location 72.900 K-in 9.00 ft Vx (Max) 1.350 KIPS 0.00 ft Required 13.3~.~.~. In^4 9.00 ft Span Length (It) Loa~l {PLF) Moment (K-in) I 1§.U0 150.0 72.900 Location (ft) r 9.00 I Dell. Fact. (in) r Location (it) -12.0100I 9.00 Support Location {It) I Moment (K-in) I Reaction (lbs) I 0.00 0.000 1350.000 I 2 18.00 0.000 1350.000 ~4oP_TH S 1.0 C. I I I I I I I I I I I I I I I I I I I RAFTER BETWEEN DORMERS L=18' SPACED @ 24" O.C. W=75 PSF x24/12=150 PLF 10J12@24" O.C. Member: C10-2-12 Manufacturer: Genedc Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 10.0000 in Area = 1.4§ in2 Fo(iai: Flange = 2.0000 in Ix = 19.09 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.58 in4 KxLx = 216.00 in Bend = 0.1525 in Rx = 3.61 in KyLy = 60.00 in t = 0.1017 in Ry = 0.63 in KtLt = 60.00 in Punch = 1.5000 in Cw = 11.78 in6 Bending: Wlip = 0.3083 in Jxl0E3 = 5.04 in4 Mx = 72.90 K-in Wflg = 1.4915 in Xo = -1.09 in KLx = 216.00 in Wweb = 9.4915 in Ro = 3.83 in KLy = 60.00 in Beta = 0.92 KLt = 60.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 47.21 KSI Eq. C3~1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 32.11 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 217.69 K-in Eq. C3.1.2-3 My -- St*Fy = 190.94 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 149.070 K-in Find effective section at stress f, f = Mc/Sf = 39.04 KSI eFlange = 1.492 in; eLip = 0.308 in; eWeb = 7.991 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 148.80 K-in Eq. C3.1-1 Ma = Mn/1.67 = 89.10 K-in Sc = 3.812 in^3 With 1/3 stress increase Ma = 118.81 K-in SHEAR ANALYSIS h/t · 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 9.25 KIPS With 1/3stress increase= 12.34 KIPS I I I I I I I I I I I I I I I I I I I RAFTER BETWEEN DORMERS L=18' SPACED @ 24" O.C. W=75 PSF x24/12=150 PLF 10J12@24" O.C. Web Crippling Analysis Member: C10-2-12 Manufacturer: Generic Yield 50.0 KSI Configuration: Single Location I Beanng Reaction Equation Pa MX Combined :stittener Support (ft)I Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.0 1350.0 N/A N/A 0.0O N/A NO 2 18.00 0,0 1350.0 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa Mx Combined ~tiltener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? - I I I I RAFTER BETWEEN DORMERS 8J14@12" D.C. L=18' SPACED @ 24" D.C. W=75 PSF x24/12=150 PLF Overall Length of Beam: 18 ft. Axial Load: 0 KIPS 75 Deflection Limit: 240.0 I I I I 1 I I I I I I I I I I ,o I Magnitude Location Mx (Max) 36.450 K-in 9.00 ft Vx (Max) 0.675 KIPS 0.00 ft I Required 6.6722 in^4 9.00 ft Span Length (it) Load (PLF) Moment (K-in) Location {It) Del'l. Foct. (in) Location(ft~ I l~.OO 75.0 36.450 g. UO '-~.00,50 . %0o suppoaI Location (It) Moment(K-in)l Reaction (lbs) 1I 0.00 0.000 675.000 2 I 18.00 0.000 675.000 I I I I I ! i I I I I I I I ! I I I I RAFTER BE-I-VVEEN DORMERS L=18' SPACED @ 24" O.C. W=75 PSF x24/12=150 PLF 8J14@12" O.C. Member: C8-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 8.0000 in Area = 0.~9 in2 Axial: Flange = 2.0000 in Ix = 8.01 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 0.41 in4 KxLx = 216.00 in Bend = 0.1065 in Rx = 2.99 in KyLy = 60.00 in t = 0.0710 in Ry = 0.68 in KtLt = 60.00 in Punch -- 1.5000 in Cw = 5.29 in6 Bending: Wlip = 0,3850 in Jxl0E3 = 1.50 in4 Mx = 36.45 K-in Wflg = 1.6450 in Xo = -1.24 in KLx = 216.00 in Wweb = 7,6450 in Ro = 3.31 in KLy = 60.00 in Beta = 0.86 KLt = 60.00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 = 45.42 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 37.40 KSl Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 121.97 K-in Eq. C3.1.2-3 My = St'Fy = 100.10 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 79.560 K-in Find effective section at stress f, f = Mc/Sf = 39.74 KSl eFlange = 1.645 in; eLip = 0.343 in; eWeb = 6.!45 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 78.73 K-in Eq. C3.1-1 Ma = Mn/1.67 = 47.14 K-in Sc = 1.981 in^3 With 1/3 stress increase Ma = 62.86 K-in SHEAR ANALYSIS hit > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 3.91 KIPS With 1/3 stress increase = 5.21 KIPS I I I I I I i I I I I I I I I I I I I RAFTER BETWEEN DORMERS L=18' SPACED @ 24" C.C. W=75 PSF x24/12=150 PLF 8J14@12" C.C. Web Crippling Analysis Member: C8-2-14 Manufacturer: Generi Yield = 50.0 KSI Configuration: Single Location 15eanng Reaction Equation Pa Mx Combined Stiffener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 O.OO O.O §15.0 N/A N/A 0.00 NIA NO 2 18.00 0.0 675.0 N/A N/A 0.00 N/A No Location ueanng Load I:quation Pa Mx Combined Sa,ener Pt Load (ft) Width (in) (lbs) Number (lbs) I (K-in) Bend-WC Required? I HUNG ASSOCIATES, INC. i ~ STRUCTURAL / CI~L LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB CALCULATED BY DATE. CHECKED BY OATE I I I I DORMER POST TO SUPPORT RIDGE BEAM "C" (BACK TO BACK 6J16) USE SOLID BLOCKING JUST ABOVE WINDOW Overall Length of Beam: 14.5 ft. Axial Load: 2.78 KIPS Deflection Limit: 240.0 I I I Io 14.5 L Magnitude Location Mx (Max) 14.823 K-in 7.25 ff Vx (Max) 0.341 KIPS 0.00 ft I Required 2.1857 in^4 7.25ff Span Lengtl~ (It) Load (PLF) Moment (K-in) Location (It) i 14,50 47.0 14.§23 7.25 Deft. Fact. {in) -1.5~4§ Location (ft) 7.25 I I I' I I 1 I I I I I I Support Location (it) 1 2 ~ Moment (K-in) I Reaction (lbs) O.OO O.OOO ~4U./SO 14.50 0.000 340.750 I I I I I ! I I I ! I I I ! ! I I I I DORMER POST TO SUPPORT RIDGE BEAM "C" (BACK TO BACK 6J16) USE SOLID BLOCKING JUST ABOVE WINDOW Member: C6-2-16 Manufacturer: Genedc Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 6.0000 in Area = 1.21 in2 Axial: Flange = 2.0000 in Ix = 6.56 in4 P = 2.78 KIPS Lip = 0.5625 in ly -- 1.01 in4 KxLx = 174.00 in Bend = 0.0849 in Rx = 2.33 in KyLy = 96.00 in t = 0.0566 in Ry = 0.91 in KtLt = 96.00 in Punch = 1.5000 in Cw = 4.60 in6 Bending: Wlip = 0.4210 in Jxl0E3 = 1.29 in4 Mx = 14.82 K-in VVflg = 1.7170 in Xo = 0.00 in KLx = 174.00 in Wweb = 5.7170 in Ro = 2.50 in KLy = 96.00 in Beta = 1.00 KLt = 96.00 in AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi^2E/(KLx/Rx)^2 = 52.05 KSI Eq. C4.1-1 Fey = Pi^2E/(KLy/Ry)^2 = 26.22 KSI Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/KLt^2)/ARo^2 = 21.16 KSI Eq. C4.2.1 Fet = (Sigt + Fex - ((Sigt + Fex)^2 - 4Beta*Sigt*Fex)^.5/2Beta = 21.16 KSI Fe = 21.16 KSI Fe < Fy/2. Therefore Fn = Fe = 21.16 KSI Find Ae at stress Fn: eFlange = 1.717 in; eLip = 0.421 in; eWeb = 2.273 in; Ae = 0.822 in Eq. C4-2 Pn = AeFn = 17,39 KIPS Eq. C4-1 Pa = Pn/1.92 = 9.05 KIPS With 1/3 stress increase Pa = 12.07 KIPS BENDING ANALYSIS lyc = 0.5028 in^4 Eq, C3.1.2-15 Me = Pi^2Edlyc/L^2 = 95,3027 K-in Eq. C3.1.2-6 My = SfFy = 109.2987 K-in Ref. Eq. C3.1.2-13-14 Mc = 82.7547 K-in Find effective section at stress f, f = Mc/Sf = 37.86 KSI eFlange = 1.717 in; eLip = 0.259 in; eWeb = 4.217 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 79.64 K-in Eq. C3.1-1 Ma = Mn/1.67 = 47.69 K-in Sc = 2.104 in^3 With 1/3 stress increase Ma = 63.59 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Pcr = Pi^2EIx/Lx^2 = 63.07 KIPS Eq. C5-40megax = 1- 1.92P/Pcr = 0.915 Interaction Equations: Eq. (35-1 P/Pa + Mx/MaOmegax = 0.647 Eq. C5-2 P/Pao + Mx/Ma = 0.441 With 1/3 stress increase = 84.09 KIPS W~th 1/3 stress increase = 0.937 With 1/3 stress increase = 0.479 With 1/3 stress increase = 0.331 SHEAR ANALYSIS h/t > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 5.30 KIPS With 1/3 stress increase = 7.06 KIPS I I I i I I I I I I I I 1 I I I I I I DORMER POST TO SUPPORT RIDGE BEAM "C" (BACK TO BACK 6J16) USE SOLID BLOCKING JUST ABOVE WINDOW Web Crippling Analysis Member: C6-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Location Beanng Reaction Equation Pa Mx Combined ~tilfener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I O.UO U.U 340.~ N/A N/A O.UO N/^ NO 2 14.50 0.0 340.8 N/A N/A 0.00 N/A No Location Bearing Load Equation Pa Mx Combined ~tittener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? NOTE: A Iowable we cnDDIincl and bendina moment include 1/3 stress increase tactor. '7 /~° I I I I DORMER POST TO SUPPORT RIDGE BEAM "B" (BACK TO BACK 6J16) Overall Length of Beam: 10 ft. Axial Load: 2.48 KIPS o Deflection Limit: 240.0 I I I I I 1 I I I I I I I I I JO 10 Mx (Max) Magnltu.e Location 0.000 K-in 0.00 ft Vx (Max) 0.000 KIPS 0.00 ft Required 0.0000 in^4 0.00 ft Span Length (It) Load (PLF) Moment (K-in) Location (tt) Deft. Fact. (in) Location (ft) I lO.U0 O.O O.UOO U,O0 U.UUUU support 1 2 Location (it) J Moment (K-in) O.O0 0.O00 10.00 0.000 Reaction (lbs) 0.000 I i I I I I I I I t I I I I I I I I I DORMER POST TO SUPPORT RIDGE BEAM "B" (BACK TO BACK 6J16) Member: C6-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing IDeptll = 5.0000 in Area = 1.21 in2 Axial: Flange = 2.0000 in Ix = 6.56 in4 P = 2.48 KIPS Lip = 0.5625 in ly = 1.01 in4 KxLx = 120.00 in Bend = 0.0849 in Rx = 2,33 in KyLy = 120.00 in t = 0.0566 in Ry = 0,91 in KtLt = 120.00 in Punch = 1.5000 in Cw = 4.60 in6 Bending: Wlip = 0.4210 in Jxl0E3 = 1.29 in4 Mx = 0.00 K-in VVflg = 1.7170 in Xo = 0.00 in KLx = 120.00 in VVweb = 5.7170 in Ro = 2.50 in KLy = 120.00 in Beta = 1.00 KLt = 120.00 in AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi^2E/(KLx/Rx)^2 = 109.43 KSI Eq. C4.1-1 Fey = Pi^2E/(KLy/Ry)^2 = 16.78 KSI Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/KLt^2)/ARo^2 = 14.24 KSI Eq, C4.2.1 Fet= (Sigt + Fex - ((Sigt + Fex)^2 - 4Beta*Sigt*Fex)^.5/2Beta = 14,24 KSI Fe = 14.24 KSI Fe < Fy/2. Therefore Fn = Fe = 14.24 KSI Find Ae at stress Fn: eFlange = 1.717 in; eLip = 0.421 in; eWeb = 2.674 in; Ae = 0.867 in Eq. C4-2 Pn = AeFn = 12.35 KIPS Eq. C4-1 Pa = Pn/1.92 = 6.43 KIPS With 1/3 stress increase Pa = 8.57 KIPS BENDING ANALYSIS lyc = 0.5028 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 60,9937 K-in Eq. C3.1.2-6 My = SfFy = 109.2987 K-in Ref. Eq. C3,1.2-13-14 Mc = 60,9937 K-in Find effective section at stress f, f = Mc/Sf = 27.90 KSI eFlange = 1.717 in; eLip = 0.421 in; eWeb = 4,217 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 60,69 K-in Eq, C3,1-1 Ma = Mn/1.67 = 36.34 K-in SC = 2.175 in^3 With 1/3 stress increase Ma = 48.45 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Pcr = Pi^2EIx/Lx^2 = 132.59 KIPS Eq. C5-40megax = 1- 1.92P/Pcr = 0.964 Interaction Equations: Eq. C5-1 P/Pa + Mx/MaOmegax = 0.386 Eq. C5-2 P/Pao + Mx/Ma = 0.110 With 1/3 stress increase = 176.79 KIPS With 1/3 stress increase = 0.973 With 1/3 stress increase = 0.289 With 1/3 stress increase = 0.082 SHEAR ANALYSIS h/t > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 5.30 KIPS With 1/3 stress increase = 7.06 KIPS I I I i I I I I I I I I I I l i I I DORMER POST TO SUPPORT RIDGE BEAM "B" (BACK TO BACK 6J16) Web Crippling Analysis Member: C6-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Location Bearing Reaction Equation Pa Mx CombineQ ,sti~l'ener Support i (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I O.OO O,0 0.0 N/A N/A 0.00 N/A NO 2 10.00 0.0 0.0 N/A N/A 0.00 N/A No Location Beanng Loa~ Equation Pa Mx Combine~ Stlttener Pt Load (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? NOTE: Al owable we ) CnDDIina and bendina moment include 113 stress increase rector i i I I I T 1 I i i / / i I 3o I I HUNG ASSOCIATES, INC.  STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB SHEET NO. CALCULATED BY CHECKED BY. IXl . · ~ oF DATE DATE Lo ~.~ 1~16 e ~r I ! I I I Io- ~'/& ..~.,~- /I.3~-~ ,c 'Z : 2-2,7 > 15.¥ o~ I t I I t I I i ' I I I i i NORTH DORMER WINDOW JAMB/POST (P=2000# W=197 PLF) Overall Length of Beam: 10 lt. Axial Load: 2 KIPS Deflection Limit: 240.0 196 i I I ! ! I i I i I I ! I ! I I I0 10 Mx (Max) Magnitude Location 29.400 K-in 5.00 ft Vx (Max) 0.980 KIPS 0.00 ft [ Requ red 2.9898 in^4 5.00 ft Span Length (it) Load (PLF) Moment (K-in) Location (ft) Deft. Fact. (in) Location (It) I 1 U.OU 19§.0 29.4.00 5.00 -1.4949 ,5,00 Support Location I O.OO 2 10.00 Moment (K-in) O.OOO 0.000 Reaction (lbs) 980.000 980.000 I I I I i I ! 1 i 1 i I I I ! I I i NORTH DORMER WINDOW JAMB/POST (P=2000# W=197 PLF) Member: C6-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "r' Dimensions Gross Properties Loads and Bracing Depth = 6.UU00 in Area = 1 .:Z1in;~ Axial: Flange = 2.0000 in Ix = 6.56 in4 P = 2.00 KIPS Lip = 0.5625 in ly = 1.01 in4 KxLx = 120.00 in Bend = 0.0849 in Rx -- 2.33 in KyLy = 120.00 in t = 0.0566 in Ry = 0.91 in KtLt = 120.00 in Punch = 1.5000 in Cw = 4.60 in6 Bending: VVtip = 0.4210 in Jxl0E3 = 1.29 in4 Mx = 29.40 K-in Wflg = 1.7170 in Xo = 0.00 in KLx = 120.00 in Wweb = 5.7170 in Ro = 2.50 in KLy = 120.00 in Beta = 1.00 KLt = 120.00 in AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi^2E/(KLx/Rx)^2 = 109.43 KSI Eq. C4.1-1 Fey = Pi^2E/(KLy/Ry)^2.= 16.78 KSI Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/KLt^2)/ARo^2 = 14.24 KSI Eq. C4.2.1 Fet = (Sigt + Fex- ((Sigt + Fex)^2- 4Beta*Sigt*Fex)^.5/2Beta = 14.24 KSI Fe = 14.24 KSI Fe < Fy/2. Therefore Fn = Fe = 14.24 KSI Find Ae at stress Fn: eFlange = 1.717 in; eLip = 0.421 in; eWeb Eq. C4-2 Pn = AeFn = 12.35 KIPS Eq. C4-1 Pa = Pn/1.92 = 6.43 KIPS = 2.674 in; Ae = 0.867 in With 1/3 stress increase Pa = 8.57 KIPS BENDING ANALYSIS lyc = 0.5028 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 60.9937 K-in Eq. C3.1.2-6 My = SfFy = 109.2987 K-in Ref. Eq. C3.1.2-13- 14 Mc = 60.9937 K-in Find effective section at stress f, f = Mc/Sf = 27.90 KSI eFlange = 1.717 in; eLip= 0.421 in; eWeb = Eq. C3.1.2-1 Mn = ScMc/Sf = 60.69 K-in Eq. C3.1-1 Ma = Mn/1.67 = 36.34 K-in 4.217 in; Sc = 2.175 in^3 With 1/3 stress increase Ma = 48.45 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Pcr = Pi^2EIx/Lx^2 = 132.59 KIPS Eq. C5-40megax = 1- 1.92P/Pcr = 0.971 Interaction Equations: Eq. C5-1 P/Pa + Mx/MaOmegax = 1.144 Eq. C5-2 P/Pao + Mx/Ma = 0.898 W~th 1/3 stress increase = 176.79 KIPS W~th 1/3 stress increase = 0.978 With 1/3 stress increase = 0.854 With 1/3 stress increase = 0.673 SHEAR ANALYSIS h/t · 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 5.30 KIPS With 1/3 stress increase = 7.06 KIPS I I I I I i I t ! i I I i I I I I I I NORTH DORMER WINDOW JAMB/POST (P=2000# W=197 PLF) Web Crippling Analysis ~lember: C6-2-16 Manufacturer: Generic Yield = 50,0 KSI Configuration: "1" Location Beanng Heaction Equation I~a Mx Combined stiffener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.O0 0.O 980.0 NIA N/A O.00 N/A NO 2 10.00 0.0 980.0 N/A N/A 0.00 N/A No Location Beanng Loed Equation Pa Mx (.;ombined strlfener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? NOTE: Al owable we 3 criDDIin~ an(~ bending moment ~nclu(~e 1/3 stress Increase factor. HUNG ASSOCIATES, INC.  STRUCIURAL / CIVIL UGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOE S.EET.O / ~' / CALCULATED BY CHECKED BY SCALE ~t/. O O /r~ ~ ~'~,.~ OF CATE DATE Z / (.?-)? POST @ N. DORMER BELOW RIDGE BEAM "B" Overall Length of Beam: 10 ft. Axial Load: 3.6 KIPS Deflection Limit: 240,0 10 ! ! t I I I I I I I I I I 10 Mx (Max) Magnltu~le Location 7.050 K-in 5.00 ft Vx (Max) 0.235 KIPS 0.00 ft Requ red 0.7169 in^4 5.00 ft sPlan Length (ft) Loacl (PLF) Mo~e~ (K-in) Location (it) Deft. Fact. (in) Location (ft) 10.00 47.0 7.050 §.00 -0.3§85 5.00 Support Location (It) I Moment (K-in) j Reaction (lbs) I 0.00 ', O.000 235.000 2 10.00 0.000 235.000 I I ! I I I I I I I I I ! I t I I I I POSt @ N. DORMER BELOW RIDGE BEAM "B" Member: C6-2-16 Manufacturer: Generic Yield = 33.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 6.0000 ~n Area = 1.21 in2 Axial: Flange = 2.0000 in Ix = 6.56 in4 P = 3.60 KIPS Lip = 0,5625 in ly = 1.01 in4 KxLx = 120.00 in Bend = 0,0849 in Rx = 2.33 in KyLy = 120.00 in t = 0.0566 in Ry = 0.91 in KtLt = 120.00 in Punch = 1.5000 in Cw = 4.60 in6 Bending: VWip = 0.4210 in Jxl0E3 = 1.29 in4 Mx = 7.05 K-in VVflg = 1.7170 in Xo = 0.00 in KLx = 120.00 in VVweb = 5.7170 in Ro = 2.50 in KLy = 120.00 in Beta = 1.00 KLt = 120.00 in AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi^2E/(KLx/Rx)^2 = 109.43 KSI Eq. C4.1-1 Fey = Pi^2E/(KLy/Ry)^2 = 16.78 KSI Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/KLt^2)/ARo^2 = 14.24 KSI Eq. C4.2.1 Fet = (Sigt + Fex - ((Sigt + Fex)"2 - 4Beta*Sigt*Fex)^.5/2Beta = 14.24 KSI Fe = 14.24 KSI Fe < Fy/2, Therefore Fn = Fe = 14.24 KSI Find Ae at stress Fn: eFlange = 1,717 in; eLip = 0.421 in; eWeb = 2.674 in; Ae = 0.867 in Eq. C4-2 Pn = AeFn = 12.35 KIPS Eq, C4-1 Pa = Pn/1.92 = 6,43 KIPS With 1/3 stress increase Pa = 8.57 KIPS BENDING ANALYSIS lyc = 0.5028 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 60.9937 K-in Eq. C3.1.2-6 My = SfFy = 72.1372 K-in Ref. Eq. C3.1.2-13-14 Mc = 53.8202 K-in Find effective section at stress f, f = Mc/Sf = 24.62 KSI eFlange = 1,717 in; eLip = 0,421 in; eWeb = 4,217 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 53.55 K-in Eq. C3.1-1 Ma = Mn/1.67 = 32.06 K-in Sc = 2.175 in^3 With 1/3 stress increase Ma = 42.75 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Pcr = Pi^2EIx/Lx^2 = 132.59 KIPS Eq. C5-40megax = 1- 1.92P/Pcr = 0.948 Interaction Equations: Eq. C5-1 P/Pa + Mx/MaOmegax = 0,792 Eq. C5-2 P/Pao + Mx/Ma = 0,461 With 1/3 stress increase = 176.79 KIPS With 1/3 stress increase = 0.961 With 1/3 stress increase = 0.592 With 1/3 stress increase = 0,346 SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 5.30 KIPS With 1/3 stress increase = 7.06 KIPS I I ! I I I I i I i i I I I [ ! I I POST @ N. DORMER BELOW RIDGE BEAM "B" Web Crippling Analysis Member: C6-2-16 Manufacturer: Generic Yield = 33.0 KSl Configuration: "1" Location Beanng Reaction Equation Fa I Mx L;ombined ~stiffener Support (it) Width (in) (lbs) Number (lbs) (K-in) Bend*WC Required? 1 0.00 0.0 235.0 N/A N/A 0,00 N/A NO 2 10.00 0.0 235.0 N/A N/A 0.00 N/A No Locaaon Beanng Loa(~ Equation Pa Mx Combined 5tiltener Pt Load (It) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? ~IOTE: Al ,owable we 3 criDDlin(3 ancl benclint3 moment incluae 1/3 stress increase lactor. I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB SCALE ~ ~" '~ ~ DATE. DATE, Z~O FI_ [o I I I I BEAM "X" AT STAIRWAY 16/12 x 95 PSF X 0.5 =63 PLF SUPPORT L=16.5' USE (2)~10J12 UNDER POST P=8020# @1.17' FROM Overall Length of Beam: 16.5 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 1.17 1802O Io 16.5 I I I I I I I I Mx (Max) Magmtuae Location 111.396 K-in 1.17 ft Vx (Max) 7.971 KIPS 0.00 ft Required 23.6701 in^4 7.36 ft Span Length (ft) I 115.50 Load (PLF) 63.0 I support I Loc. I Moment I i (ft) (K-in) 1 0.00 O.O00 2 I 16.50 0.000 Moment (K-in) I Location (It) 111.39§I 1.1T I~eaction j Pt Load Deft. Fact. (in) Location (It) -13.01~5 7.36 LOC. Mag. Moment _ ( lft!l7 (lbs) (K-in) UO20.O 111 I p e, ozo I I I I I I I I I I I I I I I I I I BEAM "X" AT STAIRWAY 16/12 x 95 PSF X 0.5 =63 PLF SUPPORT L=16.5' USE (2)-10J12 UNDER POST P=8020# @1,17' FROM Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 10.0000 iff Area = ;~.92 in;~ Axial: Flange = 2.0000 in Ix = 38.19 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 1.66 in4 KxLx = 198.00 in Bend = 0.1525 in Rx = 3.61 in KyLy = 60.00 in t = 0.1017 in Ry = 0.75 in KtLt = 60.00 in Punch = 1.5000 in Cw = 23.57 in6 Bending: Wlip = 0.3083 in Jxl0E3 = 10.08 in4 Mx = 111.40 K-in Wflg = 1.4915 in Xo = 0.00 in KLx = 198.00 in VW~eb = 9.4915 in Ro = 3.69 in KLy = 60.00 in Beta = 1.00 KLt = 60.00 in BENDING ANALYSIS lyc = 0.8303 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 671.4758 K-in Eq. C3.1.2-6 My = SfFy = 381.8789 K-in Ref. Eq. C3.1.2-13-14 Mc = 357.2789 K-in Find effective section at stress f, f = Mc/Sf = 46.78 KSI eFlange = 1.492 in; eLip = 0.308 in; eWeb = 7.991 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 356.64 K-in Eq. C3.1-1 Ma = Mn/1.67 = 213.56 K-in Sc = 7.624 in^3 With 1/3 stress increase Ma = 284.74 K-in SHEAR ANALYSIS hit · 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 18.51 KIPS With 1/3 stress increase = 24.67 KIPS I I I I I I I I I I I I I I I I I I I BEAM "X" AT STAIRWAY 16/12 x 95 PSF X 0.5 =63 PLF SUPPORT L=16.5' USE (2)-10J12 UNDER POST P=8020# @1.17' FROM Web Crippling Analysis Member: C10-2-12 Manufacturer: Generic Yield = 50,0 KSI Configuration: "1" Location Beanng I~eaction Equation Pa Mx Combinea ~t~Itener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.00 0.0 7971.1 N/A N/A 0,00 N/A NO 2 16.50 0.0 1088,4 N/A N/A 0.00 N/A No Location Bearing Loacl I::quat~on Pa MX Combinecl ~tilfener Pt Load I (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? II 1.17 O.0 8020.0 N/A N/A 111.40 N/A NO I I I I 3' HEADER SUPPORT FOR 2ND FLOOR STAIRWAY BEAM Overall Length of Beam: 3 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 I I I I I I I I I I I I I I I0 1.5 ]10000 Mx (Max) Vx (Max) [I Requ red Magnitu~le Location 90.000 K-in 1.50 ft 9.000 KIPS 0.00 ft 3.2949 In^4 1.50 ff ~upport Loc. 2 3.00 Load (PLF) Moment (K-in) Location (It) Det'l. Fact. {in) 0.0 90.000 1.50 -0.3295 ;oi~e~[ Reaction I LOC. Mag. (K-in) (lbs) I I ~L°ad 1~1,~0 (lbs) 0.000 5OO0.OOO I 10000.0 0.000 5000.000 ~ Location (It) 1.50 Moment (K-in) 90.000 I ! I I I I I I I I I I I I I I I I 3' HEADER SUPPORT FOR 2ND FLOOR STAIRWAY BEAM Member:. C10-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Uepth = 10.0000 in. Area = 2.u1 in2 Axial: Flange = 2.0000 in Ix -- 27.54 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 1.23 in4 KxLx -- 36.00 in Bend = 0.1065 in Rx = 3.65 in KyLy = 36.00 in t = 0.0710 in Ry = 0.77 in KtLt = 36.00 in Punch = 1.5000 in Cw = 17.53 in6 Bending: Wlip = 0.3850 in Jxl0E3 = 3.48 in4 Mx = 90.00 K-in Wflg -- 1.6450 in Xo = 0.00 in KLx = 36.00 in VVweb = 9.6450 in Ro = 3.73 in KLy = 36.00 in Beta = 1.00 KLt = 36,00 in BENDING ANALYSIS lyc = 0.6143 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 -- 1380.1030 K-in Eq. C3.1.2-6 My = SfFy = 275.4201 K-in Ref. Eq. C3.1.2-13- 14 Mc = 275.4201 K-in Find effective section at stress f, f = Mc/Sf = 50.00 KSl eFlange = 1.645 in; eLip = 0.179 in; eWeb = 8.145 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 264.97 K-in Eq. C3.1-1 Ma = Mn/1.67 = 168.67 K-in Sc = 5.299 in^3 With 1/3 stress increase Ma = 211.55 K-in SHEAR ANALYSIS h / t · 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 6.20 KIPS With 1/3 stress increase = 8.26 KIPS I I I I I I I I I I I I I I I I I I I 3' HEADER SUPPORT FOR 2ND FLOOR STAIRWAY BEAM Web Crippling Analysis Member: C10-2-14 Manufacturer: Genedc Yield = 50.0 KSI Configuration: "i" Location Bearing Reaction Equation Pa Mx Combined ~tfftener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.0 5000.0 N/A N/A 0.00 N/A NO 2 3.00 0,0 5000.0 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa Mx (.;ombined ~tiffener Pt Load (It) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 1.50 0.0 10000.0 N/A N/A ,90.00 N/A No I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS /5- Z o~ DATE DATE I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL UGHTGAGE STEEL FRADIING CONSULTING ENGINEERS 15'/ A- OF DATE ~'~ ,. ~ '~ . , '. (2~,, ' ----=---~ ::=======:====~ ...... ~rr 7~'~ --:= ! , ~[ ,;',i'!, PI/ALL/HI=Al:DER PLAN I HUNG ASSOCIATES, INC.  STRUCTURAL / CIVIL UGHTGAGE STEEL FRAMING I CONSULTING ENGINEERS JOB SHE~ ~0. / S-- / /? OF CHECKED BY DATE SC^LE 72 0(J ~: H o P~',,6/V C ~ ¥ ®® FLOOR (10JI90 I&" ~,exl5 ~ rmI .~_1o5~14 e lb" O.C FIRST FLOOR PIALLS SECOND FLOOR FRAMIN~ PLAN I HUNG ASSOCIATES, INC. I STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS 15' / ¢ - ® OF DATE DATE ¥ lb T' 12. 5OC~O PS] '¥ I0 'r' I I I I I I I I I I I ! I I JACK STUD #8 W= L/360 (1ST STORY) HEADER SPAN = 3' (LINE 2) STUD HEIGHT = 7.5' AXIAL = 3192 PLF x2.17' = 6926 # (2)-6SW18 BACK TO BACK Overall Length of Beam: 7.5 ft. Axial Load: 6.926 KIPS Deflection Limit: 360.0 10 7.5 I I I I Mx (Max) Magnltu(le Location 0.000 K-in 0.00 ft Vx (Max) 0.000 KIPS 0.00 ft Required 0.0000 in^4 0.00 ft span Length (It) r Loa~l {PLF) Moment {K-in) Location (It) Deft. Fact. {in) Location {It) I 7.50I o.o O.OOO O.uo O.OOO0 O.O0 Support ! Location {It) I Moment {K-in) 1 0.00 O.OO0 Beactlon (lbs) 0.000 0.000 ! ! JACK STUD #8 W= 1_/360 (1ST STORY) HEADER SPAN = 3' (LINE 2) STUD HEIGHT = 7.5' AXIAL = 3192 PLF x2.17' = 6926 # (2)-6SW18 BACK TO BACK Member: C6-158-18 Manufacturer: Generic Yield = 33.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 6.o000 In Area = O.t~9 in2 Axial: Flange = 1.6250 in Ix = 4.64 in4 P = 6.93 KIPS Lip = 0.5000 in ly = 0.45 in4 KxLx = 90.00 in Bend = 0,0676 in Rx = 2.28 in KyLy = 60.00 in t = 0.0451 in Ry = 0,71 in KtLt = 60.00 in Punch = 1,5000 in Cw = 2.17 in6 Bending: W]ip = 0.3873 in Jxl0E3 = 0.61 in4 Mx = 0.00 K-in W1ig = 1.3995 in Xo = 0.00 in KLx = 90.00 in Wweb = 5.7745 in Ro = 2.39 in KLy = 60.00 in Beta = 1,00 KLt = 60.00 in AXIAL ANALYSIS Eq. C4,1-1 Fex = Pi^2E/(KLx/Rx)^2 = 186.40 KSI Eq. C4,1-1 Fey = Pi^2E/(KLy/Ry)^2 = 40,75 KSI Eq. C3,1.2-9 Sigt = (GJ + Pi^2ECw/KLt^2)/ARo^2 = 35,77 KSI Eq. C4.2,1 Fet = (Sigt + Fex ~ ((Sigt + Fex)^2 - 4Beta*Sigt*Fex)^.5/2Beta = 35.77 KSI Fe = 35,77 KSI Fe > Fy/2. Therefore Fn = Fy(1- Fy/4Fe), Fn = 25.39 KSI Find Ae at stress Fn: eFlange = 1.400 in; eLip = 0.387 in; eWeb = 1,727 in; Ae = 0.529 in Eq. C4-2 Pn = AeFn = 13.44 KIPS Eq. C4-1 Pa = Pn/1.92 = 7.00 KIPS With 1/3 stress increase Pa = 9.33 KIPS BENDING ANALYSIS lyc = 0.2253 ina4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 109.3268 K-in Eq. C3.1.2-6 My = SfFy = 51,0128 K-in Ref. Eq. C3.1.2-13-14 Mc = 49.3343 K-in Find effective section at stress f, f = Mc/Sf = 31.91 KSI eFlange = 1.400 in; eLip = 0,387 in; eWeb = 4.274 in; Eq. C3,1.2-1 Mn = ScMc/Sf = 49.05 K-in Eq. C3.1-1 Ma = Mn/1.67 = 29.37 K-in Sc = 1,537 in^3 With 1/3 stress increase Ma = 39.16 K-in COMBINED AXIAL AND BENDING Eq, C5-5 Pcr = Pi^2EIx/Lx^2 = 166.70 KIPS Eq. C5-40megax = 1- 1.92P/Pcr = 0.920 Interaction Equations: Eq, C5-1 P/Pa + Mx/MaOmegax = 0.990 Eq, C5-2 P/Pao + Mx/Ma = 0.761 With 1/3 stress increase = 222.26 KIPS With 1/3 stress increase = 0,940 With 1/3 stress increase = 0,742 With 1/3 stress increase = 0.571 SHEAR ANALYSIS hit > 1.38*(5.34*E/Fy)^,5. Therefore Va = .53*E*5.34*t^3/h Va = 2,65 KIPS With 1/3 stress increase = 3.64 KIPS I I I JACK STUD #8 W= L/360 (1ST STORY) HEADER SPAN = 3' (LINE 2) STUD HEIGHT = 7.5' AXIAL = 3192 PLF x2.17' = 6926 # (2)-6SW18 BACK TO BACK Web Crippling Analysis Member: C6-158-18 Manufacturer: Generi Yield 33.0 KSI Configuration: "1" Location Bearing I~eaction I Equation Pa MX Combined ~tiltener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0,00 0.O O.o N/A N/A 0.00 N/A NO 2 7.50 0.0 0.0 N/A N/A 0.00 N/A No Location Bea~i.y Load Equation Pa Mx Combined ~tJifener Pt Load (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I i KING STUD #8 W= L/360 2.17'X46.7 PLF =102 # (1ST STORY) 2) STUD HEIGHT = 8.5' (1)-6SW1~ Overall Length of Beam: 8.5 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 102 HEADER SPAN = 3' (LINE l0 8.5 Mx (Max) Magnitu;Je Location 11.054 K-in 4.25 ft Vx (Max) 0.433 KIPS 0.00 ft Requ red 1.4333 in^4 4.25 ft Span Length (It) Loacl (PLF) Moment (K-in) I 8.50 102.0 11.054 Location (It) Deft. Fact. (in) Location (It) 4.25 -0.40~1 4.25 ,I Sup~o~ LocatiOno.o0 (~) I Moment (K-in)u. O00 ~ Reaction433.500(Ibs) 2 8.50 0.000 433.500 I I I I I ! I I I I I I I I i I I I KING STUD #8 W= L/360 2.17'X46.7 PLF =102 # (1ST STORY) 2) STUD HEIGHT = 8.5' (1)-6SW18 B~ HEADER SPAN = 3' (LINE Member: C6-158-18 Manufacturer: Generic Yield = 33.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth = 6.0000 in Area = 0.4.5 iff2 Axial: Flange = 1,6250 in Ix = 2.32 in4 P = 0,00 KIPS Lip = 0.5000 in ly = 0.15 in4 KxLx = 102.00 in Bend = 0.0676 in Rx = 2.28 in KyLy = 60.00 in t = 0,0451 in Ry = 0.58 in KtLt= 60.00 in Punch = 1.5000 in Cw = 1.08 in6 Bending: Wlip = 0.3873 in Jxl0E3 = 0,30 in4 Mx = 11.05 K-in VVflg = 1.3995 in Xo = -1.08 in KLx = 102.00 in Wweb = 5.7745 in Ro = 2.59 in KLy = 60.00 in Beta = 0.83 KLt = 60,00 in BENDING ANALYSIS Eq. C3.1.2-9 Sigt= (GJ + Pi^2ECw/Lt^2)/ARo^2 -- 30.45 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 26.88 KSI Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 33.07 K-in Eq. C3.1.2-3 My = St*Fy = 25.51 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 20.588 K-in Find effective section at stress f, f = Mc~Sf = 26.64 KSI eFlange = 1,400 in; eLip = 0.387 in; eWeb = 4.274 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 20.47 K-in Eq. C3.1-1 Ma = Mn/1,67 = 12.26 K-in Sc = 0.769 in^3 With 1/3 stress increase Ma = 16.34 K-in SHEAR ANALYSIS h / t · 1.38 * (5.34 * E / Fy) ^ ,5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 1.33 KIPS With 1/3 stress increase = 1.77 KIPS I I I I I ! I I I I I I 1 I I I i I I KING STUD #8 W= L/360 2.17'X46.7 PLF =102 # (1ST STORY) 2) STUD HEIGHT = 8.5' (1)-6SW18 ~ HEADER SPAN = 3' (LINE Web Crippling Analysis Member: C6-158-18 Manufacturer: Generic Yield = 33.0 KSI Configuration: Single Support [ Location Beanng Reaction Equation Pa Mx Combined 5tl~tener (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 O.OO 0.0 433.5 N/A N/A O.O0 N/A NO 2 8.50 0.0 433.5 N/A N/A 0.00 N/A No Location Bearing Load I=quation Pa Mx (.;ombined ~stilfener Pt Load (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? NOTE: A Iowable we ) CnDDIino and bendino moment inC. llJt'J~_ 11.~ ~tr~ I I I I JACK STUD #9 W= L/360 STUD HEIGHT = 7,5' Overall Length of Beam: (1STSTORY) HEADER SPAN = 5.5' (LINE 2) AXIAL = 3192 PLF x3.5' = 11,172 # (2)-6J16 BACK TO BACK 7.5 ft. Axial Load: 11.172 KIPS Deflection Limit: 360.0 ° I ]0 I I I I ! I I I I I 1 I i I Mx (Max) Magnitu0e Location 0.000 K-in 0.00 ft Vx (Max) 0.000 KiPS 0.00 ft Required 0.0000 in^4 0.00 ft Span Length (ft) Loa(I (PLF) Moment (K-in) I 7..50 0.0 O.OOO Location (ft) 0,00 Deft. Fact. (in) O.O000 Location (ft) 0.00 ~Support I Location (ft) Moment (K-in) I Reaction (lbs) 1 ! 0,00 0,000 0.000 2 i ~.5oI o.ooo o,ooo I I I t I I I I ! I I i i I I I i I JACK STUD #9 W= L/360 (1ST STORY) HEADER SPAN = 5.5' (LINE 2) STUD HEIGHT = 7.5' AXIAL = 3192 PLF x3.5' = 11,172 # (2)-6J16 BACK TO BACK Member: C6-2-16 Manufacturer: Genedc Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = §.0000 in Area = 1.21 inZ Axial: Flange = 2.0000 in Ix = 6.56 in4 P = 11.17 KIPS Lip = 0.5625 in ly = 1.01 in4 KxLx = 90.00 in Bend = 0.0849 in Rx = 2.33 in KyLy = 60.00 in t = 0.0566 in Ry = 0.91 in KtLt= 60.00 in Punch = 1.5000 in Cw = 4.60 in6 Bending: Wiip = 0.4210 in Jxl0E3 = 1.29 in4 Mx = 0.00 K-in Wflg = 1.7170 in Xo = 0.00 in KLx = 90.00 in VVweb = 5.7170 in RD = 2.50 in KLy = 60.00 in Beta = 1.00 KLt = 60.00 in AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi^2E/(KLx/Rx)^2 = 194.54 KSI Eq. C4.1-1 Fey = Pi^2E/(KLy/Ry)^2 = 67.12 KSI Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/KLt^2)/ARo^2 = 51.14 KSI Eq. C4.2.1 Fet = (Sigt + Fex- ((Sigt + Fex)^2 - 4Beta*Sigt*Fex)^.5/2Beta = 51.14 KSI Fe = 51.14 KSI Fe > Fy/2. Therefore Fn = Fy(1- Fy/4Fe), Fn = 37.78 KSI Find Ae at stress Fn: eFlange = 1.717 in; eLip = 0.260 in; eWeb = 1.769 in; Ae = 0.728 in Eq. C4-2 Pn = AeFn = 27.52 KIPS Eq. C4-1 Pa = Pn/1.92 = 14.33 KIPS With 1/3 stress increase Pa = 19.11 KIPS BENDING ANALYSIS lyc = 0.5028 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 243.9749 K-in Eq. C3.1.2-6 My = St'Fy = 109.2987 K-in Ref. Eq. C3.1.2-13- 14 Mc = 106.3304 K-in Find effective section at stress f, f = McJSf = 48.64 KSI eFlange = 1.489 in; eLip = 0.143 in; eWeb = 4.217 in; Eq. C3.1.2-1 Mn = ScMcJSf = 93.31 K-in Eq. C3.1-1 Ma = Mn/1.67 = 55.88 K-in Sc = 1.918 in^3 W~th 1/3 stress increase Ma = 74.50 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Pcr = Pi^2EIx/Lx^2 = 235.72 KIPS Eq. C5-40megax = 1 -1.92P/Pcr = 0.909 Interaction Equations: Eq. C5-1 P/Pa + Mx/MaOmegax = 0.780 Eq. C5-2 P/PaD + Mx/Ma = 0.589 With 1/3 stress increase = 314.30 KIPS With 1/3 stress increase = 0.932 With 1/3 stress increase = 0.585 With 1/3 stress increase = 0.442 SHEAR ANALYSIS hit > 1.38*(5.34*EIFy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 5.30 KIPS With 1/3 stress increase = 7.06 KIPS t~q, JACK STUD #9 W= L J360 (1ST STORY) HEADER SPAN = 5.5' (LINE 2) STUD HEIGHT = 7.5' AXIAL = 3192 PLF x3.5' = 11,172 # (2)-6J16 BACK TO BACK I Web Crippling Analysis I 1 I I I I I I I I ! i I i Member: C6-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Location I Bearing Reaction Equation Pa Mx Combined St~ttener Support (ft) [ Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.00 J 0.0 0.0 N/A N/A O.Og N/A No 2 7.50 j 0.0 0,0 N/A N/A 0,00 N/A No Location Beanng Load Equation Pa Mx L;ombined St~ttener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I ! KING STUD , = L/360 3.5'X46.7 PLF =164# (1STSTORY) 2) STUD HEIGHT = 8.5' (2)-6SW18 BACK TO BACK HEADER SPAN = 5.5' (LINE Overall Length of Beam: 8.5 lt. Axial Load: 0 KIPS Deflection Limit: 360.0 164 I I I I I I I I I I I I I i [0 8.5 Mx (Max) Magnltu(le Location 17.774 K-in 4.26 ft Vx (Max) 0.697 KIPS 0.00 ft Requ red 2,3045 in^4 4.25 ft Splan Length {It) Loa;I {PLI;) Moment (K-in) Location (It) Deft, ~-act. (in) ~.SL] 164.0 17.774 4.2~§ -O.6D30 Suppor~ Location (it) Moment (K-in) Reaction (lbs) I I O.OO O.OUO ~gF.O00 2 8.50 0.000 697.0001 Location (it) 4.25 I I I I I I I ! ! I I I I I I I I i KING STUD ~"W= L/360 3.5'X46.7 PLF =164# (1ST STORY) 2) STUD HEIGHT = 8.5' (2)-6SW18 BACK TO BACK HEADER SPAN = 5.5' (LINE Member: C6-158-18 Manufacturer: Generic Yield = 33.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 8.0000 in Area = 0.89 in2 Axial: Flange = 1.6250 in Ix = 4.64 in4 P = 0.00 KIPS Lip -- 0.5000 in ly = 0.45 in4 KxLx = 102.00 in Bend = 0.0676 in Rx = 2.28 in KyLy = 60.00 in t = 0.0451 in Ry = 0.71 in KtLt -- 60.00 in Punch = 1.5000 in Cw = 2.17 in6 Bending: Wlip = 0.3873 in Jxl0E3 = 0.61 in4 Mx = 17.77 K-in Wfig = 1.3995 in Xo = 0.00 in KLx = 102.00 in VVweb = 5.7745 in Ro = 2.39 in KLy = 60.00 in Beta = 1.00 KLt = 60.00 in BENDING ANALYSIS lyc = 0.2253 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 109.3268 K-in Eq. C3.1.2-6 My = SfFy = 51.0128 K-in Ref. Eq. C3.1.2-13-14 Mc = 49.3343 K-in Find effective section at stress f, f = Mc/Sf = 31.91 KSI eFlange = 1.400 in; eLip = 0.387 in; eWeb -- 4.274 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 49.05 K-in Eq. C3.1-1 Ma = Mn/1.67 = 29.37 K-in Sc = 1.537 in^3 With 1/3 stress increase Ma = 39.16 K-in SHEAR ANALYSIS h/t > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t"3/h Va = 2.65 KIPS With 1/3 stress increase = 3.54 KIPS ! i I I I ! ! I ! I I I i I i I I i i KING STUD #8'/W= L/360 3.5'X46.7 PLF =164# (1ST STORY) 2) STUD HEIGHT = 8.5' (2)-6SW18 BACK TO BACK HEADER SPAN = 5.5' (LINE Web Crippling Analysis Member: C6-158-18 Manufacturer: Generic Yield 33,0 KSI Configuration: "1" Location I Bearing I Reaction I:quaaon Pa Mx Combined ~til/ener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I O,0O O.O §97.(J N/A N/A 0.00 NIA NO 2 8.50 0.0 697.0 N/A N/A 0.00 N/A No Location Bearing Loaa Equation Pa Mx Combined St~.ener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I HEADER SPAN = 3' (LINE 3) W=4126PLF K4N~ STUD #10 W= L/360 (1ST STORY) P=8933# LATERAL =5P.~1-"~= 11PLF L=8.5' 4J16 BACK TO BACK Overall Length of Beam: 8.5 fL Axial Load: 8.93 KIPS Deflection Limit: 360.0 Io I I I I I I I I I I I I I I Mx (Max) Vx (Max) Required S,,an -e.0%, Support Location (It) I O.OO 2 8.50 Magmtu~le Location 1.192 K-in 4.25 ft 0.047 KIPS 0.00 ft 0.1546 in^4 4.25 ft Loa~l (PLF) Moment (K-in) Location (It) 11.O 1.192 4.25 Moment (K-in) I Reaction (lbs) O.UUO 46.750 0.000 46.750 Detl. Fact.(in) -0.0438 Location (ft) 4.;'5 I I I I I I I I I I I I I I I I I I KING STUD #10 W= L/360 1ST STORY) HEADER SPAN = 3' (LINE 3) W=4126PLF P=8933# LATERAL =5PSFx2.17 = 11PLF L=8.5! 4J16 BACKTO BACK Member: C4-2-16 Manufacturer. Generic Yield = 33.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Deptll = 4.0000 in Area = 0.99 in2 Axial: Flange = 2.0000 in Ix = 2.56 in4 P = 8.93 KIPS Lip = 0.5625 in ly = 1.01 in4 KxLx = 102.00 in Bend = 0.0849 in Rx = 1.61 in KyLy = 60.00 in t = 0.0566 in Ry = 1.01 in KtLt = 60.00 in Punch = 1.5000 in Cw = 1.96 in6 Bending: Wiip = 0.4210 in Jxl0E3 = 1.05 in4 Mx = 1.19 K-in Wflg = 1.7170 in Xo = 0.00 in KLx = 102.00 in Wweb = 3.7170 in Ro = 1.90 in KLy = 60.00 in Beta = 1.00 KLt = 60.00 in AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi^2E/(KLx/Rx)^2 = 72.61 KSI Eq. C4.1-1 Fey = Pi^2E/(KLy/Ry)^2 = 82.52 KSI Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/KLt^2)/ARo^2 = 47.82 KSl Eq. C4.2.1 Fet= (Sigt + Fex - ((Sigt + Fex)^2 - 4Beta*Sigt*Fex)^.5/2Beta = 47.82 KSI Fe = 47.82 KSl Fe · Fy/2. Therefore Fn = Fy(1- Fy/4Fe), Fn = 27.31 KSI Find Ae at stress Fn: eFlange = 1.717 in; eLip = 0.421 in; eWeb = 1.785 in; Ae = 0.767 in Eq. C4-2 Pn = AeFn = 20.93 KIPS Eq. C4-1 Pa = Pn/1.92 = 10.90 KIPS With 1/3 stress increase Pa = 14.54 KIPS BENDING ANALYSIS lyc = 0.5027 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 162.6206 K-in Eq. C3.1.2-6 My = SfFy = 42.1801 K-in Ref. Eq. C3.1.2-13 - 14 Mc = 42.1801 K-in Find effective section at stress f, f = Mc/Sf = 33.00 KSI eFlange = 1.717 in; eLip = 0.365 in; eWeb = 2.217 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 41.19 K-in Eq. C3.1-1 Ma = Mn/1.67 = 24.66 K-in Sc = 1.248 in^3 With 1/3 stress increase Ma -- 32.89 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Pcr = Pi^2EIx/Lx^2 = 71.54 KIPS Eq. C5-40megax = 1- 1.92P/Pcr = 0.760 Interaction Equations: Eq. C5-1 P/Pa + Mx/MaOmegax = 0.883 Eq. C5-2 P/Pao + Mx/Ma = 0.726 With 1/3 stress increase = 95.39 KIPS With 1/3 stress increase = 0.820 With 1/3 stress increase = 0.658 With 1/3 stress increase = 0.545 SHEAR ANALYSIS h / t < 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = Min (.38 *t^2(5.34*E/Fy)" .5, .4 * Fy * h * t) Va = 5.55 KIPS With 1/3 stress increase = 7.40 KIPS KING STUD #10 W= L/360 (1ST STORY) HEADER SPAN = 3' (LINE 3) W=4126PLF P=8933# LATERAL=5PSFx2.17 = 11PLF L=8.5' 4J16 BACK TO BACK Web Crippling Analysis Member: C4-2-16 Manufacturer: Generic Yield = 33.0 KSI Configuration: "1" Location [ Bearing Heaction Equation Pa Mx Combinecl ~stiCtener Support (ft)I Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.00 0.0 46.8 N/A N/A 0.00 N/A NO 2 8.50 0.0 46.8 N/A N/A 0.00 N/A No Location ~ Bearing Loacl Equation Pa Mx (.;ombine(~ Stitrener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? NOTE: A iowable web CriDDlino and benclincl mt3m~nt I I I I 25 PSF L=8.5' TYPICAL INTERIOR KING STUD 4SW16 LINE 3 Overall Length of Beam: 8.5 ft, Axial Load: 0 KIPS 25 Deflection Limit: 360.0 I I I I I I I I I I I I I I lo 8.5 Magnitu~]e Location Mx (Max) 2.709 K-in 4.25 ft Vx (Max) 0.106 KiPS 0.00 ft I Required 0.3513 in^4 4.25 ft span Length (It) Loa~l (PLF) Moment (K-in) Location (It) Deft. Fact. (in) Location (ft) I §.b0 2,5.0 2.709 4.25 -0.0995 4.2,5 support I Location (it) Moment (K-in) Reaction (lbs) I i 0.00 0.000 106.250 2 8.501 0.000 106.2501 I I I I I I I I I I I I I I I I I I 25 PSF L=8.5' TYPICAL INTERIOR KING STUD 4SW16 LINE 3 Member: C4-158-18 Manufacturer: Generic Yield = 33.0 KSI Configuration: Single Dimensions Gross Properties Loads and Bracing Depth : 4.0000 in Area = 0.36 in;' Axial: Flange = 1.6250 in Ix = 0.89 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.13 in4 KxLx = 102.00 in Bend = 0.0676 in Rx = 1.58 in KyLy = 60.00 in t = 0.0451 in Ry = 0.61 in KtLt= 60.00 in Punch = 1.5000 in Cw = 0.45 in6 Bending: Wlip = 0.3873 in Jxl0E3 = 0.24 in4 Mx = 2.71 K-in Wflg = 1.3995 in Xo = -1.28 in KLx = 102.00 in W~veb = 3.7745 in Ro = 2.12 in KLy = 60.00 in Beta = 0.64 KLt = 60.00 in BENDING ANALYSIS Eq. C3.1.2~9 Sigt = (GJ + Pi^2ECw/Lt^2)/ARo^2 = 24.56 KSI Eq. C3.1.2-8 Sigy = Pi^2E/(Ly/Ry)^2 = 29.75 KSl Eq. C3.1.2-5 Me = RoA(Sigt*Sigy)^.5 = 20.46 K-in Eq. C3.1.2-3 My = St*Fy = 14.74 K-in Me · 0.5My Therefore, Mc = My(1 - My/4Me) = 12.083 K-in Find effective section at stress f, f = Mc/Sf = 27.06 KSI eFlange = 1.400 in; eLip = 0.387 in; eWeb = 2.274 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 11.91 K-in Eq. C3.1-1 Ma = Mn/1.67 = 7.13 K-in Sc = 0.440 in^3 With 1/3 stress increase Ma = 9.51 K-in SHEAR ANALYSIS h / t < 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = Min (.38 *t^2(5.34*E/Fy) ^ .5, .4 * Fy * h * t) Va = 1.76 KIPS With 113 stress increase = 2.35 KIPS I I I I I I I I I I I I I I I I I I I 25 PSF L=8.5' TYPICAL INTERIOR KING STUD 4SW16 LINE 3 Web Crippling Analysis Member: C4-158-18 Manufacturer: Generic Yield = 33.0 KSl Configuration: Single Location Bearing Reaction Equation Pa Mx Combinecl Stlttener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.00 0.0 10{5.3 N/A N/A 0.00 N/A NO 2 8.50 0.0 106,3 N/A N/A 0.00 N/A No Location Beanng Loa(~ Equation Pa Mx Combined stiffener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I P=11000 L=8.5' 2-4J16 BACKTO BACK SPAN =4' Overall Length of Beam: 8.5 ft. Axial Load: 11 KIPS o Deflection Limit: 360.0 10 I I I I I I I I I I I I I I 8.5 Magnitude Location Mx (Max) 0.000 K-in 0.00 ft Vx (Max) 0.000 KIPS 0o00 ft I Required 0.0000 in^4 0.00 ft Sp~an Length (ft) Load (PLF) Moment (K-in) Location (It) Deft. Fact. (in) Location (It) §.50 O.O O.O00 0.00 O.O00O 4.25 support Location (It) Moment (K-in) I 0.00 0.000 2 8.50 0.000 Reaction (ll~s) 0.0o0 0.000 I ¢/ ~//Z¢-,' ~ /~ z z I I I I I I I I I I I I I I I I I I P=11000 L=8.5' 2-4J16 BACKTO BACK SPAN = 4' Member. C4-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Deptll = 4.0000 in Area = 0.99 in2 Axial: Flange = 2.0000 in Ix = 2.56 in4 P = 11.00 KIPS Lip = 0.5625 in ly = 1.01 in4 KxLx = 102.00 in Bend = 0.0849 in Rx = 1.61 in KyLy = 60.00 in t = 0.0566 in Ry = 1.01 in KtLt -- 60.00 in Punch = 1.5000 in Cw = 1.96 in6 Sending: Wlip = 0.4210 in Jxl0E3 = 1.05 in4 Mx = 0.00 K-in Wflg = 1.7170 in Xo = 0.00 in KLx = 102.00 in Wweb = 3.7170 in Ro = 1.90 in KLy = 60.00 in Beta = 1.00 KLt = 60.00 in AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi^2EJ(KLx/Rx)^2 = 72.61 KSl Eq. C4.1-1 Fey = Pi^2E/(KLy/Ry)^2 = 82.52 KSl Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/KLt^2)/ARo^2 = 47.82 KSl Eq. C4.2.1 Fet = (Sigt + Fex - ((Sigt + Fex)^2 - 4Beta*Sigt*Fex)^.5/2Beta = 47.82 KSl Fe = 47.82 KSl Fe > Fy/2. Therefore Fn = Fy(1- Fy/4Fe), Fn = 36.93 KSl Find Ae at stress Fn: eFlange = 1,717 in; eLip = 0.275 in; eWeb = 1.600 in; Ae = 0.713 in Eq. C4-2 Pn = AeFn = 26.32 KIPS Eq. C4-1 Pa = Pn/1.92 = 13.71 KIPS With 1/3stress increase Pa = 18.27 KIPS BENDING ANALYSIS lyc = 0.5027 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 162.6206 K-in Eq. C3.1.2-6 My = SfFy = 63.9092 K-in Ref. Eq. C3.1.2-13-14 Mc = 63.2584 K-in Find effective section at stress f, f = Mc/Sf = 49.49 KSl eFlange = 1.473 in; eLip = 0.138 in; eWeb = 2.217 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 53.72 K-in Eq. C3.1-1 Ma = Mn/1.67 = 32.17 K-in Sc = 1.085 in^3 With 1/3 stress increase Ma = 42.89 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Pcr = Pi^2EIx/Lx^2 = 71.54 KIPS Eq. C5-40megax = 1 -1.92P/Pcr = 0,705 Interaction Equations: Eq. C5-1 P/Pa + Mx/MaOmegax = 0.803 Eq. C5-2 P/Pao + Mx/Ma = 0,593 With 1/3 stress increase = 95.39 KIPS With 1/3 stress increase = 0.779 With 1/3 stress increase = 0,602 With 1/3 stress increase = 0.445 SHEAR ANALYSIS h / t < 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = Min (.38 *t^2(5.34*E/Fy) ^ .5, .4 * Fy * h * t) Va = 6.83 KIPS With 1/3 stress increase = 9.11 KIPS I I I I I I I I I I I I I I I I I I I P=11000 L=8.5' 2-4J16 BACKTO BACK SPAN = 4' \'1 ~ Web Crippling Analysis Member: C4-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Location Beanng Reaction Equation Pa Mx Combined StlITener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 U.UU O.O O.O N/A N/A O.O0 N/A NO 2 8.50 0.0 0.0 N/A N/A 0.00 N/A No Location Bearing Load Equation Pa Mx Combinecl Btiffener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I P=13060 L=8.5' TRIPLE NESTED 4J16 POST Overall Length of Beam: 8.5 ft. Axial Load: SPAN = 5' 13.06 KiPS Deflection Limit: 360.0 ° 10 8.5 I I I I I I I I I I I I I I I MagnRu~e Location Mx (Max) 0.000 K-in 0.00 ft Vx (Max) 0.000 KIPS 0.00 ft I Required 0.0000 in^4 0.00 ft SPlan Length (it) Loaa (PLI-) ;~ment (K-in) Location (It) Deft. Fact. (in) Location (It) 8.50 0.0 0.000 0.00 O.O000 4.25 Support1 Locatlono.00 (It) Moment (K-in)o.oo° Reactiono.ooo(Ibs) 2 8.50 0.000, 0.000 //~ / 5- / (J x ~ 4-- _ t~/2ro / pLF- I I I I I I I I I I I I I I I I I I P=13060 L=8.5' TRIPLE NESTED 4J16 POST SPAN = 5' Member: C4-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "l" Dimensions Gross Properties Loads and Bracing Depth = 4.UO00 in Area = 0.99 in2 AXial: Flange = 2.0000 in Ix = 2.56 in4 P = 13.06 KIPS Lip = 0.5625 in ly = 1.01 in4 KxLx = 102.00 in Bend = 0.0849 in Rx = 1.61 in KyLy = 60.00 in t = 0.0566 in Ry = 1.01 in KtLt= 60.00 in Punch = 1.5000 in Cw = 1.96 in6 Bending: Wlip = 0.4210 in Jxl0E3 = 1.05 in4 Mx = 0.00 K-in Wflg = 1.7170 in Xo = 0.00 in KLx = 102.00 in Wweb = 3.7170 in Ro = 1.90 in KLy = 60.00 in Beta = 1.00 KLt = 60.00 in AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi^2E/(KLx/Rx)^2 = 72.61 KSI Eq. C4.1-1 Fey = Pi^2E/(KLy/Ry)^2 = 82.52 KSI Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/KLt^2)/ARo^2 = 47.82 KSI Eq. C4.2.1 Fet = (Sigt + Fex- ((Sigt + Fex)^2 - 4Beta*Sigt*Fex)^.5/2Beta = 47.82 KSI Fe = 47.82 KSI Fe > Fy/2. Therefore Fn = Fy(1- Fy/4Fe), Fn = 36.93 KSI Find Ae at stress Fn: eFlange = 1.717 in; eLip = 0.275 in; eWeb = 1.600 in; Ae = 0.713 in Eq. C4-2 Pn = AeFn = 26.32 KIPS Eq. C4-1 Pa = Pn/1.92 = 13.71 KIPS With 1/3 stress increase Pa = 18.27 KIPS BENDING ANALYSIS lyc = 0.5027 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 162.6206 K-in Eq. C3.1.2-6 My = SfFy = 63.9092 K-in Ref. Eq. C3.1.2-13-14 Mc = 63.2584 K-in Find effective section at stress f, f = Mc/Sf = 49.49 KSI eFlange = 1.473 in; eLip = 0.138 in; eWeb = 2.217 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 53.72 K-in Eq. C3.1-1 Ma = Mn/1.67 = 32.17 K-in Sc = 1.085 in^3 With 1/3 stress increase Ma = 42.89 K-in COMBINED AXIAL AND BENDING Eq. C5-5 Pcr = Pi^2EIx/Lx^2 = 71.54 KIPS Eq. C5-40megax = I- 1.92P/Pcr = 0.649 Interaction Equations: Eq. C5-1 P/Pa + Mx/MaOmegax = 0.953 Eq. C5-2 P/Pao + Mx/Ma = 0.704 With 1/3 stress increase = 95.39 KIPS With 1/3 stress increase = 0.737 With 1/3 stress increase = 0.715 With 1/3 stress increase -- 0.528 SHEAR ANALYSIS h / t < 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = Min (.38 *t^2(5.34*E/Fy) ^ .5, .4 * Fy * h * t) Va = 6.83 KIPS With 1/3 stress increase = 9.11 KIPS I I I I I I I I I I I ! I I I I I I I I ~ '¥ T-Ioo r- NESTED 4J16 POST SPAN = 5' ~__..~ / Z__ ~.~) P=13060 L=8.5' TRIPLE L-,~ 3 Web Crippling Analysis Member: C4-2-16 Manufacturer: Generi, Yield = 50.0 KSI Configuration: "1" Location Bearing Reaction Equation Pa Mx Coml~ne(:l ~t~ttener Support (It) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0,00 u.0 U.U N/A N/A 0.00 N/A NO 2 8.50 0,0 0.0 N/A N/A 0.00 N/A No Location Bearing Loacl Equation Pa Mx Combined :stiffener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I P=6100 L=8.5' DOUBLE NESTED (2)-4J16 JACK POST SPAN = 3' Overall Length of Beam: 8.5 ft. Axial Load: 6,1 KIPS Deflection Limit: 360.0 10 I I I I I I I ! I I I I I I 8.5 Mx (Max) Magnltuae Location 0.000 K-in 0.00 ft Vx (Max) 0.000 KIPS 0.00 ft [ Requ red 0.0000 in^4 0.00 ft SPlan Lengt~!~tO) LoaQ(PLF) Moment(K-in) Locatlon(ft) Uetl. Fact.(In) O.O O.OOO O.OO . O.OOOO suppo~ 1 2 Location (It) I Moment (K-in) I I~eaction (lbs) O.OO O.OOO 0.000 8.50 0.000 0.000 Location (ft) 4.25 I I I I I I I I I I I ! I I I I I I P=6100 L=8.5' DOUBLE NESTED (2)-4J16 JACK POST SPAN = 3' Member: C4-2-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 4.0000 in Area = U.99 in;~ Axial: Flange = 2.0000 in Ix = 2.56 in4 P = 6.10 KIPS Lip = 0.5625 in ly = 1.01 in4 KxLx = 102.00 in Bend = 0.0849 in Rx = 1.61 in KyLy = 60.00 in t = 0.0566 in Ry = 1.01 in KtLt= 60.00 in Punch = 1.5000 in Cw = 1.96 in6 Bending: VVlip = 0.4210 in Jxl0E3 = 1.05 in4 Mx = 0.00 K-in Wflg = 1.7170 in Xo = 0.00 in KLx = 102.00 in Wweb = 3.7170 in Ro = 1.90 in KLy = 60.00 in Beta = 1.00 KLt = 60.00 in AXIAL ANALYSIS Eq. C4.1-1 Fex = Pi^2E/(KLx/Rx)^2 = 72.61 KSI Eq. C4.1-1 Fey = Pi^2E/(KLy/Ry)^2 = 82.52 KSI Eq. C3.1.2-9 Sigt = (GJ + Pi^2ECw/KLt^2)/ARo^2 = 47.82 KSI Eq. C4.2.1 Fet = (Sigt + Fex - ((Sigt + Fex)^2 - 4Beta*Sigt*Fex)^.5/2Beta = 47.82 KSI Fe = 47.82 KSI Fe · Fy/2. Therefore Fn = Fy(1- Fy/4Fe), Fn = 36.93 KSI Find Ae at stress Fn: eFlange = 1.717 in; eLip = 0.275 in; Eq. C4-2 Pn = AeFn = 26.32 KIPS Eq. C4-1 Pa = Pn/1.92 = 13.71 KIPS eWeb = 1.600 in; Ae = 0.713 in With 1/3 stress increase Pa = 18.27 KIPS BENDING ANALYSIS lyc = 0.5027 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 162.6206 K-in Eq. C3.1.2-6 My = SfFy = 63.9092 K-in Ref. Eq. C3.1.2-13-14 Mc = 63.2584 K-in Find effective section at stress f, f = Mc/Sf = 49.49 KSI eFlange = 1.473 in; eLip = 0,138 in; eWeb Eq. C3.1.2-1 Mn = ScMc/Sf -- 53.72 K-in Eq. C3.1-1 Ma = Mn/1.67 = 32.17 K-in COMBINED AXIAL AND BENDINfi Eq. C5-5 Pcr = Pi^2EIx/Lx^2 = 71.54 KIPS Eq. C5-40megax = 1- 1.92P/Pcr = 0.836 Interaction Equations: Eq. C5-1 P/Pa + Mx/MaOmegax = 0.445 Eq. C5-2 P/Pao + Mx/Ma = 0.329 = 2.217 in; Sc = 1.085 in^3 With 1/3 stress increase Ma = 42.89 K-in With 1/3 stress increase = 95.39 KIPS With 1/3 stress increase -- 0.877 With 1/3 stress increase = 0.334 With 1/3 stress increase -- 0.247 SHEAR ANALYSIS h / t < 1.38 * (5 34 * E / Fy) ^ .5. Therefore Va = Min (.38 *t^2(5.34*E/Fy) ^ .5, .4 * Fy * h * t) Va = 6.83 KIPS With 1/3 stress increase = 9.11 KIPS I I I I I I I I I I I I I I I I I I I P=6100 L=8.5' DOUBLE NESTED (2)-4J16 JACK POST SPAN = 3' Web Crippling Analysis Member: C4-2-16 Manufacturer: Generi Yield = 50.0 KSI Confi( ,uration: Location Bearing Reaction I Equation Pa Mx Coml:)ined ~tlrtener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I o.oo o.u o.u N/A N/A O.OO N/A NO 2 8.50 0.0 0.0 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa Mx Combined ~stlll'ener Pt Load (ft) Width (in) (lbs) Number (lbs) (K~in) Bend-WC Required? FIRST FLOOR 3' SPAN (LINE 2) W=3192 (2)- 6SW16 Overall Length of Beam: 3 f. Axial Load: 0 KIPS ~g2 -- IMx Magnituae Location (Max) 43.092 K-in 1.50 fl; IVx (Max) 4.788 KIPS 0.00 ft Il Required 1.9720 in^4 1.50 ft Deflection Limit: 360.0 I I I I I I ! I ! I I I I I I i I I FIRST FLOOR 3' SPAN (LINE 2) W=3192 (2)- 6SW16 Member: C6-158-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: Boxed Dimensions Gross Properties Loads and Bracing Depth = §.ODOU in Area = 1.11 in2 Axial: Flange = 1.6250 in Ix = 5.72 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 1.99 in4 KxLx = 36.00 in Bend = 0.0849 in Rx = 2.27 in KyLy = 36.00 in t = 0.0566 in Ry = 1.34 in KtLt = 36.00 in Punch = 1.5000 in Cw = 0.00 in6 Bending: Wlip = 0.3585 in Jxl0E3 = 0.00 in4 Mx = 43.09 K-in Wflg = 1.3420 in Xo = 0.00 in KLx = 36.00 in Wweb = 5.7170 in Ro = 0.00 in KLy = 36.00 in Beta = 0.00 KLt = 36.00 in BENDING ANALYSIS Find effective section at stress Fy = 50.00 KSI eLip = 0.235 in; eWeb = 4.217 in; Sc = Eq. C3.1.1-1 Mn = SeFy = 95.37 K-in Eq. C3.1-1 Ma = Mn/1.67 = 55.14 K-in 1.842 in^3 With 1/3 stress increase Ma = 73.51 K-in SHEAR ANALYSIS hit > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 5.30 KIPS With 1/3 stress increase = 7.06 KIPS FIRST FLOOR 3' SPAN (LINE 2) W=3192 (2)- 6SW16 Web Crippling Analysis Member: C8-158-16 Manufacturer: Generic Yield 50.0 KSI Configuration: Boxed Location Bearing I~eaction Equation Pa Support (fi) Width (in) (lbs) Number (lbs) ! MX- (-;ombinecl Stiffener (K-in) Bend-WC Required? I 0.00 D.iJ 4/~.0 N/A N/A 0.00 N/A NO 2 3.00 0.0 4788.0 N/A N/A 0.00 N/A No Location Beanng Loaa Equation Pa Mx (.;oml)inea ~Stiltener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? SECOND FLOOR 5'SPAN (LINE3) W=2356PLF (2)-8SW14 Web Crippling Analysis Member. C8-158-14 Manufacturer: Generic Yield = 50.0 KSl Configuration: "1" Location Beanng Reaction P_quat~on Pa Mx (.;omb~ned ~stiffener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.0 ,5890.0 N/A N/A 0.00 N/A NO 2 5,00 0.0 5890.0 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa Mx Combinecl Stiffener Pt Load (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I I I I I I I I I t I I ! I I I I I I AT BASEMENT HEADER SPAN = 6' (LINE 2) W=4933 (OPENING 15) Overall Length of Beam: 6 f. Axial Load: 0 KIPS 4933 Deflection Limit: 360.0 ]0 I I I I I I I ! I I I I I 6 Mx (Max) Magnituae Location 266.382 K-in 3.00 ff Vx (Max) 14.799 KIPS 0.00 ft Required 24.3807 in^4 3.00 ft splan Length (ft) Load (PLF) Moment (K-in) Location (ft) Deft. Fact. (in) Location (It) §.00 4933.0 266.382 3.00 -4.8761 3.OU Suppo~ Location (R) Moment{K-in) Reaction (Ibs)[ I O.OO O.OOO 14799.000 2 6.00 0.000 14799.000 I t I I I I I I I I I I i I I I i I AT BASEMENT HEADER SPAN = 6' (LINE 2) W=4933 (OPENING 15) Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSl Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 1{.}.0000 in Area = ;z.~;~in2 Axial: Flange = 2.0000 in Ix = 38.19 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 1.66 in4 KxLx = 72.00 in Bend = 0.1525 in Rx = 3.61 in KyLy -- 16.00 in t = 0.1017 in Ry = 0.75 in KtLt = 16.00 in Punch = 1.5000 in Cw = 23.57 in6 Bending: Wiip = 0.3083 in Jxl0E3 -- 10.08 in4 Mx = 266.38 K-in VVflg = 1.4915 in Xo = 0.00 in KLx = 72.00 in VVweb = 9.4915 in Ro -- 3.69 in KLy = 16.00 in Beta = 1.00 KLt = 16.00 in BENDING ANALYSIS lyc = 0.8303 in^4 Eq. C3.1.2-15 Me = Pi^2EdiycJL^2 = 9442.6290 K-in Eq. C3.1.2-6 My = S~y = 381.8789 K-in Ref. Eq. C3.1.2-13-14 Mc = 381.8789 K-in Find effective section at stress f, f = Mc/Sf = 50.00 KSl eFlange = 1.492 in; eLip = 0.308 in; eWeb = 7.991 in; Eq. C3.1.2-1 Mn = ScMcJSf = 381.20 K-in Eq. C3.1-1 Ma = Mn/1.67 = 228.26 K-in *** WARNING: Bending capacity of member is inadequatel *** Sc = 7.624 in^3 With 1/3 stress increase Ma = 304.35 K-in SHEAR ANALYSIS h / t · 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 18.51 KIPS With 1/3 stress increase = 24.67 KIPS ! ! I i ! I I ! I I I I i I ! I I I AT BASEMENT HEADER SPAN = 6' (LINE 2) W=4933 (OPENING 15) Web Crippling Analysis Vlember: ;10-2-12 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Location Beanng I~eaction Equation Pa Mx Combined Stiffener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.0 14799.0 N/A N/A 0.00 N/A NO 2 6.00 0.0 14799.0 N/A N/A 0.00 N/A No Location Bearing Load Equation Pa Mx Combined Stiffener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required?' I 1 I i AT BASEMENT HEADER SPAN = 3' (LINE 2) W=4933 (OPENING 16) Overall Length of Beam: 3 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 4Y33 [0 Mx (Max) Magnltu(le Location 66.595 K-in 1.50 ft Vx (Max) 7.399 KIPS 0.00 ft II Requ red 3.0476 in^4 1.50 ft SPlan Length (It) Load (I~LF) Moment {K-in) Location (It) Dell. Fact. (in) I Location (ft) 3.00 4933.0 §6.§95 1.50 -0.3048 I 1.50 Support Location (It) I Moment (K-in) J Reaction (lbs) I 1 0.00 0.000 7399.500 2 I 3.00 0.000 7399.500 ! I i I I I I I Ii I 1 I I I ! i I I AT BASEMENT HEADER SPAN = 3' (LINE 2) W=4933 (OPENING 16) Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 1U.DO0O in Area = 2.92 in2 Axial: Flange = 2.0000 in Ix = 38.19 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 1.66 in4 KxLx = 36.00 in Bend = 0,1525 in Rx = 3.61 in KyLy = 36.00 in t = 0.1017 in Ry = 0.75 in KtLt = 36.00 in Punch = 1.5000 in Cw = 23.57 in6 Bending: Wlip = 0.3083 in Jxl0E3 = 10,08 in4 Mx = 66,60 K-in VVflg = 1.4915 in Xo -- 0.00 in KLx = 36.00 in Wweb = 9,4915 in Ro = 3.69 in KLy = 36.00 in Beta = 1.00 KLt = 36.00 in BENDING ANALYSIS lyc = 0.8303 in^4 Eq, C3,1,2-15 Me = Pi^2Edlyc/L^2 = 1865.2110 K-in Eq. C3.1.2-6 My = SfFy = 381,8789 K-in Ref. Eq. C3.1.2-13-14 Mc = 381.8789 K-in Find effective section at stress f, f = Mc/Sf = 50,00 KSl eFlange = 1.492 in; eLip = 0.308 in; eWeb = 7.991 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 381.20 K-in Eq. C3.1-1 Ma = Mn/1,67 = 228.26 K-in Sc = 7.624 in^3 With 1/3 stress increase Ma = 304,35 K-in SHEAR ANALYSIS hit > 1,38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 18.51 KIPS With 1/3 stress increase = 24.67 KIPS I I ! I t ! I I I ! I I ! ! I I I i AT BASEMENT HEADER SPAN = 3' (LINE 2) W=4933 (OPENING 16) Web Crippling Analysis Member. C10-2-12 Manufacturer: Generi( Yield = 50.0 KSI Configuration: "1" Location [ Bearing H, eaction Equation Pa Mx Combined Stiffener Support (ft)I Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.00 0.0 7399.5 N/A N/A 0,O0 N/A NO 2 3,00 0.0 7399.5 N/A N/A 0,00 N/A No Location Beanng Load Equation Ha MX Combined 5ti/fener Pt Load (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I' AT BASEMENT HEADER SPAN = 4' (LINE 3) W=5788 (OPENING 17) Overall Length of Beam: 4 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 5788 ! I I0 Mx (Max) Magnitude Location 138.912 K-in 2.00 ft Vx (Max) 1t.576 KIPS 0.00 ft Requ red 8.4760 in^4 2.00 ft SPlan Length (It) Loacl (PLF) I Moment (K-in) 4.00 57~U.0 138.912 Location (it) Dell. Fact. {in) Location (It) 2.00~ -1.1301 2.00 I I ! ! 1 ! I 1 I i support i Location (it) I Moment (K-in) r O.O0 O.OOO I I 4.00 0.000 Reaction (lbs) 115~6.U00 11576.000 I I ! I I I I I I i I i I AT BASEMENT HEADER SPAN = 4' (LINE 3) W=5788 (OPENING 17) Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSI Configuration: '1" Dimensions Gross Properties Loads and Bracing Depth = 10.0000 in Area = ;Z.92 in2 Axial: Flange = 2.0000 in Ix = 38.19 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 1.66 in4 KxLx = 48.00 in Bend = 0.1525 in Rx = 3.61 in KyLy = 16.00 in t = 0.1017 in Ry = 0.75 in KtLt = 16.00 in Punch = 1.5000 in Cw = 23.57 in6 Bending: Wlip = 0.3083 in Jxl0E3 = 10.08 in4 Mx = 138.91 K-in Wflg = 1.4915 in Xo = 0.00 in KLx = 48.00 in VW/eb = 9.4915 in Ro = 3.69 in KLy = 16.00 in Beta = 1.00 KLt = 16.00 in BENDING ANALYSIS lyc = 0.8303 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 9442.6290 K-in Eq. C3.1.2-6 My = SfFy = 381.8789 K-in Ref. Eq. C3.1.2-13-14 Mc = 381.8789 K-in Find effective section at stress f, f = Mc/Sf = 50.00 KSI eFlange = 1.492 in; eLip = 0.308 in; eWeb = 7.991 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 381.20 K-in Eq. C3.1-1 Ma = Mn/1.67 = 228.26 K-in Sc = 7.624 in^3 With 1/3 stress increase Ma = 304.35 K-in SHEAR ANALYSIS hit > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 18.51 KIPS With 1/3 stress increase = 24.67 KIPS ! ! I I I I i ! I AT BASEMENT HEADER SPAN = 4' (LINE 3) W=5788 (OPENING 17) Web Crippling Analysis Member: C10-2-12 Manufacturer: Generic Yield = 50,0 KSI Configuration: "1" Location Beanng I~eact~on Equation Pa MX Combined Stiffener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend~WC Required? I 0.O0 O.0 11576.0 N/A N/A 0.O0 N/A No 2 4.00 0.0 11576,0 N/A N/A 0.00 N/A No Location Bearing Loa~3 Equation Pa Mx (.;omb~necl ~ti~ener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? ii I ! ! 1 FIRST FLOOR 3'SPAN (LINE3) W=4126PLF (2)-8SW14 Overall Length of Beam: 3 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 10 3 I Mx (Max) Magnituae Location 55.701 K-in 1.50 ft Vx (Max) 6.189 KIPS 0.00 ft [ Requ red 2.5490 in^4 1.50 ft SPlan Length3.00(It) Load412U.0(PLF) I Moment55.701(K-in) Location1.50 (It) Deft. Fact..o.2549(in) Location1 .§0 (It) Support Location (It) J Moment (K-in) I Reaction (lbs) I I O.OO O.OOO U189.000 2 i 3.00 0.000 6189.000 I I I I I I I ! I I I I I I FIRST FLOOR 3'SPAN (LINE3) W=4126PLF (2)-8SW14 Member: C8-158-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 8.0000 in Area = 1.66 in2- Axial: Flange = 1.6250 in Ix = 14.13 in4 P = 0.00 KIPS Lip = 0,5000 in ly = 0,67 in4 KxLx = 36,00 in Bend = 0.1065 in Rx = 2.91 in KyLy = 36.00 in t = 0.0710 in Ry = 0.63 in KtLt= 36,00 in Punch = 1,5000 in Cw = 6,07 in6 Bending: Wlip = 0.3225 in Jxl0E3 = 2.80 in4 Mx = 55.70 K-in Wflg = 1.2700 in Xo = 0,00 in KLx = 36.00 in Wweb = 7.6450 in Ro = 2.98 in KLy = 36.00 in Beta = 1.00 KLt = 36.00 in BENDING ANALYSIS lyc = 0.3349 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 601.9272 K-in Eq. C3.1.2-6 My = SfFy = 176,6017 K-in Ref. Eq. C3.1.2-13 - 14 Mc = 176.6017 K-in Find effective section at stress f, f = Mc/Sf = 50.00 KSI eFlange = 1.270 in; eLip = 0.322 in; eWeb = 6.145 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 176.05 K-in Eq. C3.1-1 Ma = Mn/1.67 = 105.42 K-in Sc = 3.521 in^3 With 1/3 stress increase Ma = 140.56 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 7,82 KIPS With 1/3stress increase= 10.42 KIPS FIRST FLOOR 3'SPAN (LINE3) W=4126PLF (2)-8SW14 I Web Crippling Analysis Member: C8-158-14 Manufacturer: Genedc Yield 50.0 KSI Configuration: "1" Location Beanng I~eact~on Equation Pa MX Combined 5t~Itener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.O §189.0 N/A N/A O.00 N/A NO 2 3.00 0.0 6189.0 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa Mx (.;ombined ~tlffener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I I ! I I I I 1 I I I I I I I / I FIRST FLOOR 4'SPAN (LINE 3) W=4126PLF Overall Length of Beam: 4 ft. Axial Load: 0 KIPS (2)-8SW12 Deflection Limit: 360.0 4126 Io ! I I I I I I I 1 I I I I Mx (Max) Magnitu(le Location 99.024 K-in 2.00 ft Vx (Max) 8.252 KIPS 0.00 ft L Required 6.0421 in^4 2.00 ft span Lengtlt (It) I Loa(] (PLF) Moment (K-in) I Location (It) I Uetl. Fact. (in) I Location (It) I i 4 [JO I 4126.0 9~t.024 2.00 J -0.8056, 2.00 Support ! Location (it) [ Moment (K-in) I Reaction (lbs) I I ~ U.O0 O.OOO 1~252.000 2 , 4.00 ~ 0.000 8252.000 I I I I I ! I I I I i I I I I I I I FIRST FLOOR 4'SPAN (LINE3) W=4126PLF (2)-8SW12 ")..O t Member: C8-158-12 Manufacturer:. Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Depth = 8.0000 in Area = 2.34 in2 Flange = 1.6250 in Ix = 19.43 in4 Lip = 0.5000 in iy = 0.89 in4 Bend = 0.1525 in Rx = 2.88 in t = 0.1017 in Ry = 0.62 in Punch = 1.5000 in Cw = 8.04 in6 Wiip = 0.2458 in Jxl0E3 = 8.06 in4 Wflg = 1.1165 in Xo = 0.00 in VVweb = 7.4915 in Ro = 2.95 in Beta = 1.00 Loads and Bracing Axial: P = 0.00 KIPS KxLx = 48.00 in KyLy = 48.00 in KtLt= 48.00 in Bending: Mx = 99.02 K-in KLx = 48.00 in KLy = 48.00 in KLt = 48.00 in BENDING ANALYSIS lyc = 0.4471 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 451.9622 K-in Eq. C3.1.2-6 My = SfFy = 242.8905 K-in Ref. Eq. C3.1.2-13- 14 Mc = 229.5905 K-in Find effective section at stress f, f = Mc/Sf = 47.26 KSl eFlange = 1.117 in; eLip = 0.246 in; eWeb = 5.991 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 228.85 K-in Eq. C3.1-1 Ma = Mn/1.67 = 137.04 K-in Sc = 4.842 in^3 With 1/3 stress increase Ma = 182.72 K-in SHEAR ANALYSIS h / t < 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = Min (.38 *t^2(5.34*E/Fy) ^ .5, .4 * Fy * h * t) Va = 22.06 KIPS With 1/3 stress increase = 29.41 KIPS I I I I I I I I I I I I I I I ! I I I FIRSTFLOOR 4' SPAN {LINE 3) W=4126PLF (2)-8SW12 Web Crippling Analysis Member: C8-158-12 Manufacturer: Generi Yield= 50.0 KSI Configuration: "1" Location Bearing f~eactlon I:quation Pa Mx~ Combined Stiffener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.O0 O.0 8252.0 N/A N/A 0.00 N/A NO 2 4.00 0.0 8252.0 N/A N/A 0.00 N/A No Location Beanng Loaa I:quation Pa Mx Comb~necl 5t~ener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I I FIRST FLOOR 5' SPAN (LINE 3) W=4126PLF Overall Length of Beam: 5 ft. Axial Load: 0 KIPS 4126 (2)-10SW12 Deflection Limit: 360.0 10 I I I I I I I I I I I I I I 5 I Magnitu(~e Location Mx (Max) 154.725 K-in 2.50 ft Vx (Max) 10.315 KIPS 0.00 ft I Required 11.8011 in^4 2.50 ft Splan Length (It) Loa¢l (PLF) ;,;o~ent (K-in) Location (It) [ [;)eft. Fact. (in) Location (It) 5.00 4120.0 154. f25 2.50I -1.960/5 2.50~ I SuPlPO,, Location (It) Moment (K-in) I~eaction (m) r I 0.00 0.000 10315.000 ; 2 , 5.00 0.0001 10315.000j I I I I I I I I I I I I I I I I I I FIRST FLOOR 5'SPAN (LINE 3) W=4126PLF (2)-10SW12 Member: C8-2-12 Manufacturer: Generic Yield = 50.0 KSI Conliguration: "1" Dimensions Gross Properties Loads and Bracing I..)eptll = 8.0000 in Area = 2.52 in2 Axial: Flange = 2.0000 in Ix = 22.12 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 1.66 in4 KxLx = 60.00 in Bend = 0.1525 in Rx -- 2.97 in KyLy = 60.00 in t = 0.1017 in Ry = 0.81 in KtLt= 60.00 in Punch = 1.5000 in Cw = 14.17 in6 Bending: Wlip = 0.3083 in Jxl0E3 = 8.67 in4 Mx = 154.73 K-in Wflg = 1.4915 in Xo = 0.00 in KLx = 60.00 in Wweb = 7.4915 in Ro = 3.07 in KLy = 60.00 in Beta = 1.00 KLt = 60.00 in SENDING ANALYSIS lyc = 0.8297 in/'4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 536.8404 K-in Eq. C3.1.2-6 My = SfFy = 276.4539 K-in Ref. Eq. C3.1.2-13-14 Mc = 263.2314 K-in Find effective section at stress f, f -- Mc/Sf = 47.61 KS1 eFlange = 1.492 in; eLip = 0.308 in; eWeb = 5.991 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 262.49 K-in Eq, C3.1-1 Ma = Mn/1.67 = 157,18 K-in Sc = 5.513 in^3 With 1/3 stress increase Ma = 209.57 K-in SHEAR ANALYSIS h / t < 1.38 * (5.34 * E / Fy)/' .5. Therefore Va = Min (.38 *t^2(5.34*E/Fy)" .5..4 * Fy * h * t) Va -- 22.06 KIPS With 1/3 stress increase = 29.41 KIPS I I I I I I I I I I I I I I I I I I I FIRST FLOOR 5'SPAN (LINE 3) W=4126PLF (2)-10SW12 Web Crippling Analysis Member: C8-2-12 Manufacturer: Generic Yield = 50,0 KSI Configuration: "1" Location Beanng I~eaction Equation Pa Mx Comb~nea ~tirtener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.OO O.O 10;31,5.0 N/A N/A O.OO N/A NO 2 5.00 0.0 10315.0 N/A N/A 0.00 N/A No Location Bearing Loacl Equation Pa Mx Combined ~tiltener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I FIRST FLOOR 3' SPAN (LINE 4) W=2809PLF (2)-6SW16 Overall Length of Beam: 3 f. Axial Load: 0 KIPS Deflection Limit: 360.0 I I I I I I I I I I I I I I I0 3 Mx (Max) Magnitu~le Location 37.922 K-in 1.$0 ft Vx (Max) 4.214 KIPS 0.00 ft L Requ red 1.7354 in^4 1.50 ft SPlan Lengt~3!~to) Loacl {PLF) Moment (K-in) Location (It) Uetl. Fact. (in) Location 2809.0 37.922 1.50 -0.1135 1 ~uppoA Location (~) I Moment (K-in) I Reaction (lbs) 1 0.00 O.OOO 4213.500 2 3.00 0.000 4213.500 I I I I I I I I I I I I I I I I I I FIRST FLOOR 3'SPAN (LINE4) W=2809PLF (2)-6SW16 Member: C6-158-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 6.0000 in Area = 1.11 in2 Axial: Flange = 1.6250 in Ix = 5.72 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.55 in4 KxLx = 36.00 in Bend = 0.0849 in Rx = 2.27 in KyLy = 36.00 in t = 0,0566 in Ry = 0.70 in KtLt = 36.00 in Punch = 1.5000 in Cw = 2.64 in6 Bending: Wtip = 0.3585 in Jxl0E3 = 1.19 in4 Mx = 37.92 K-in Wflg = 1.3420 in Xo = 0,00 in KLx = 36.00 in Wweb = 5.7170 in Ro = 2.37 in KLy = 36.00 in Beta = 1.00 KLt = 36.00 in BENDING ANALYSIS lyc = 0.2756 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 371.5410 K-in Eq. C3.1.2-6 My = SfFy = 95.3654 K-in Ref. Eq. C3.1.2-13- 14 Mc = 95.3654 K-in Find effective section at stress f, f = Mc/Sf = 50.00 KSI eFlange = 1.342 in; eLip = 0,235 in; eWeb = 4.217 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 92.08 K-in Eq. C3.1-1 Ma = Mn/1.67 = 55.14 K-in Sc = 1,842 in^3 With 1/3 stress increase Ma = 73.51 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 5.30 KIPS With 1/3 stress increase = 7.06 KIPS I I I I I I I I I I I I I I I I I I I FIRST FLOOR 3'SPAN (LINE 4) W=2809PLF (2)-6SW16 Web Crippling Analysis Member: C6-158-16 Manufacturer: Genedc Yield = 50.0 KSI Configuration: "1" Location Bearing Reaction Equation Pa MX (.;omblnecl 5tlttener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.0 4213.5 N/A N/A 0,00 N/A NO 2 3.00 0.0 4213.5 N/A N/A 0.00 N/A No Location Beanng Loaa Equation Pa Mx Combine~l St~lfener Pt Load [ (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I FIRST FLOOR 3' SPAN (LINE 5) W=1362PLF Overall Length of Beam: 3 ft. Axial Load: 0 KIPS 1362 (2)-6SW16 Deflection Limit: 360.0 JO I I I I I I I I I I I I I I 3 Mx (Max) Magnitu~le Location 18.387 K-in 1.50 ft Vx (Max) 2.043 KIPS 0.00 ft Requ red 0.8414 in^4 1.50 ft Loacl (PLI-) Mon~ent (K-in) Location (It) Detl, Fact. (in) Location (ft) 13§2.0 18.387 1.50 -0.0~41 1.50 support Location (It) Moment (K-in) I Reaction (lbs) 1 O.O0 O.OOO 2043.000 2 r 3.00 0.000 2043.000 I I I I I I I I I I I I I I I I I I FIRST FLOOR 3'SPAN (LINE5) W=1362PLF (2)-6SW16 -7..I° Member: C6-158-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 6,UOUO in Area = 1.11 in2 Axial: Flange = 1.6250 in Ix = 5.72 in4 P = 0,00 KIPS Lip = 0.5000 in ly = 0.55 in4 KxLx = 36.00 in Bend = 0.0849 in Rx = 2.27 in KyLy = 36.00 in t = 0,0566 in Ry = 0,70 in KtLt = 36,00 in Punch = 1,5000 in Cw = 2,64 in6 Bending: Wlip = 0.3585 in Jxl0E3 = 1.19 in4 Mx = 18.39 K-in VVflg = 1.3420 in Xo = 0.00 in KLx = 36.00 in VVweb = 5.7170 in Ro = 2.37 in KLy = 36.00 in Beta = 1,00 KLt = 36,00 in BENDING ANALYSIS lyc= 0,2756 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 371.5410 K-in Eq. C3.1.2-6 My = SfFy = 95,3654 K-in Ref. Eq. C3.1.2-13 - 14 Mc = 95.3654 K-in Find effective section at stress f, f = Mc/Sf = 50.00 KSI eFlange = 1.342 in; eLip = 0.235 in; eWeb = 4.217 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 92.08 K-in Eq. C3.1~1 Ma = Mn/1.67 = 55,14 K-in Sc = 1.842 in^3 With 1/3 stress increase Ma = 73.51 K-in SHEAR ANALYSIS h / t > 1,38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 1 h Va = 5.30 KIPS With 1/3 stress increase = 7.06 KIPS I I I I I I I I I I I I I I I I I I I FIRST FLOOR 3' SPAN (LINE 5) W=1362PLF (2)-6SW16 Web Crippling Analysis Member: C6-158-1 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Location Bearing Reaction Equation Pa Mx Combine(~ :stiffener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 O.OO O.O 204,3.0 N/A N/A U.UU N/A NO 2 3.00 0.0 2043.0 N/A N/A 0.00 N/A No Location Bearing Loaa Equation Pa MX (.;ombinecl Stiffener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I SECOND STORY 3' SPAN (LINE 2) Overall Length of Beam: 3 ft. Axial Load: W=1336 (2)- 4SW16 0 KIPS 1336 Deflection Limit: 360.0 10 I I I I I I I I I I I I I 3 I Magnitude Locauon Mx (Max) 18.036 K-in 1.50 ft Vx (Max) 2.004 KIPS 0.00 ft I Required 0.8254 in^4 1.50 ft 5Plan Length (it) Load (PLF) Moment (K-in) Location (It) Detl. Fact. (in) Location (It) 3.00 133(5.0 18.036 1.§0 -0.082(5 1.50 Support Location {It) I Moment (K-in) I Reaction {lbs) I I O.UU O.OOO 2004.000 2 I 3.00 0.000 2004.000 I I I I I I I I I I I I I I I I I I SECOND STORY 3'SPAN (LINE 2) W=1336 (2)-4SW16 Member: C4-158-16 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 4.0000 in Area = 0.69 in2 Axial: Flange = 1.6250 in Ix = 2.20 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.55 in4 KxLx = 36.00 in Bend = 0.0849 in Rx = 1.57 in KyLy = 36.00 in t = 0.0566 in Ry = 0.79 in KtLt = 36.00 in Punch = 1.5000 in Cw = 1.10 in6 Bending: wiip = 0.3585 in Jxl0E3 = 0.95 in4 Mx = 18.04 K-in Wflg = 1.3420 in Xo = 0.00 in KLx = 36.00 in Wweb = 3.7170 in Ro = 1.76 in KLy = 36.00 in Beta = 1.00 KLt = 36.00 in BENDING ANALYSIS lyc = 0.2755 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 247.6126 K-in Eq. C3.1.2-6 My = SfFy = 54.8945 K-in Ref. Eq. C3.1.2-13- 14 Mc = 54.8945 K-in Find effective section at stress f, f = Mc/Sf = 50.00 KSI eFlange = 1.342 in; eLip = 0,235 in; eWeb = 2.217 in; Eq. C3.1.2-1 Mn = ScMcJSf = 52.41 K-in Eq. C3.1-1 Ma = Mn/1.67 = 31.38 K-in Sc = 1.048 in^3 With 1/3 stress increase Ma = 41.84 K-in SHEAR ANALYSIS h / t < 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = Min (.38 *t^2(5.34*E/Fy) ^ .5, .4 * Fy * h * t) Va = 6.83 KIPS With 1/3 stress increase = 9.11 KIPS I I I I I I I I I I I I I I I I I I I SECOND STORY 3'SPAN (LINE2) W=1336 (2)-4SW16 Web Crippling Analysis Member: C4-158-16 Manufacturer: Generic Yield 50.0 KSI Configuration: "1" Location! Beanng Reaction Equation Pa Mx (.;ombined 5tiltener Support (ft) ! Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.0 2004.0 N/A N/A O.00 N/A NO 2 3.00 0.0 2004,0 N/A N/A 0.00 N/A No Location Beanng Load Equation Pa Mx (.;ombined ~till'ener Pt Load (It) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I I I I SECOND FLOOR 5' SPAN (LINE 3) W=2356PLF (2)-8SW14 Overall Length of Beam: 5 ft. Axial Load: 0 KIPS Deflection Limit: 360,0 10 I I Mx (Max) Magnitude Location 88.350 K-in 2.60 ft Vx (Max) 5.890 KIPS 0.00 ft Requ red 63386 in^4 2.60 ft SI)lan Length (It) Load (PLF) Moment (K-in) Location (It) Deft. Fact. (in) Location (It) 5.00 Z35§.0 ~8.350 2.50 -1.1231 2.50 I I I I I I I ! I I I Support Location (It) ! Moment (K-in) I 1 0.001 0.uUO 2 I 5.ooi o.ooo Reaction (lbs) 5890.000 5890.000 I I I I I I I I I I I I i I ! I I I SECOND FLOOR 5'SPAN (LINE3) W=2356PLF (2)-8SW14 Member: C8-158-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 8.0000 in Area = 1.65 in2 Axial: Flange = 1.6250 in Ix = 14.13 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 0.67 in4 KxLx = 60.00 in Bend = 0.1065 in Rx = 2.91 in KyLy = 60.00 in t = 0,0710 in Ry = 0.63 in KtLt = 60.00 in Punch = 1.5000 in Cw = 6.07 in6 Bending: Wlip = 0.3225 in Jxl0E3 = 2.80 in4 Mx = 88.35 K-in VVflg -- 1.2700 in Xo = 0.00 in KLx = 60.00 in Wweb = 7.6450 in Ro = 2.98 in KLy = 60.00 in Beta = 1.00 KLt = 60.00 in BENDING ANALYSIS lyc = 0.3349 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 216.6938 K-in Eq. C3.1.2-6 My = SfFy = 176.6017 K-in Ref. Eq. C3.1.2-13- 14 Mc = 151.8021 K-in Find effective section at stress f, f = Mc/Sf = 42.98 KSI eFlange = 1.270 in; eLip = 0,322 in; eWeb = 6.145 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 151.33 K-in Eq. C3.1-1 Ma = Mn/1.67 = 90.62 K-in Sc = 3.521 in^3 With 1/3 stress increase Ma = 120.82 K-in SHEAR ANALYSIS hit > 1.38*(5.34*E/Fy)^.5. Therefore Va = ,53*E*5.34*t^3/h Va = 7.82 KIPS With 1/3 stress increase = 10.42 KIPS I I I I BEAM SUPPORT FOR ROOF CENTER RIDGE POST Overall Length of Beam: 18 ft. Axial Load: 0 KIPS P=6871 # Deflection Limit: 360.0 I ° I 2.67 16871 10 I I I I I I I I I I I I I 18 Mx (Max) Magnitu~le Location 187.492 K-in 2.67 ft Vx (Max) 5.852 KIPS 0.00 ft Requ red 36.0039 In^4 7.72 ft SPlan Length (It) LoaCl (PLF) Moment (K-in) I Location (It) Deft. Fact. (in) Location (ft) 18.00 0.O 187.492 2.6? -21 .§024 7.72 Mag. Moment Support LOC. Moment [ Reaction I ] Pt Load Loc._._ (lbs) (K-in) (fi) (K-in) I (lbs)I I 0.00 0.000 ,5851.802 I 1 167.492 2 18.00 0,000 1019.198 I I I I I I t I I I I I I I I I I I BEAM SUPPORT FOR ROOF CENTER RIDGE POST P=6871 # Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Depth = 10.0000 in Area = 2.92 in2 Axial: Flange = 2.0000 in Ix = 38.19 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 1.66 in4 KxLx = 216,00 in Bend = 0,1525 in Rx = 3.61 in KyLy = 16.00 in t = 0.1017 in Ry = 0.75 in KtLt = 16.00 in Punch = 1.5000 in Cw = 23.57 in6 Bending: Wlip = 0.3083 in Jxl0E3 = 10.08 in4 Mx = 187,49 K-in Wflg = 1.4915 in Xo = 0.00 in KLx = 216.00 in Wweb = 9.4915 in Ro = 3.69 in KLy = 16.00 in Beta = 1.00 KLt = 16.00 in BENDING ANALYSIS lyc = 0.8303 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 9442.6290 K-in Eq. C3.1.2-6 My = SfFy = 381.8789 K-in Ref. Eq. C3.1.2-13-14 Mc = 381.8789 K-in Find effective section at stress f, f = Mc/Sf = 50.00 KSI eFlange = 1,492 in; eLip = 0.308 in; eWeb = 7.991 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 381.20 K-in Eq. C3.1-1 Ma = Mn/1.67 = 228.26 K-in Sc = 7.624 in^3 With 1/3 stress increase Ma = 304.35 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 18.51 KIPS W~th 1/3 stress increase = 24.67 KiPS I I ! I I I I I I I i I I I I I ! I 1 BEAM SUPPORT FOR ROOF CENTER RIDGE POST P=6871 # Web Crippling Analysis Member: C10-2-12 Manufacturer: Generi Yield = 50.0 KSI Configuration: "1" Location Bearing Heaction Equation Pa MX Combinea ~tilfener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I O.gg 0.0 5851.§ N/A N/A O.UO N/A NO 2 18.00 0.0 1019.2 N/A N/A 0.00 N/A No Locaaon Beanng Loaa Equation Pa Mx Combined 5ultener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 2.67 O.O U~I1.U N/A N/A 187.49 N/A NO I I I I BEAM SUPPORT FOR CENTER RIDGE POSTALONG LINE 4 P=6871# Overall Length of Beam: 16.5 f. Axial Load: 0 KIPS Deflection Limit: 360.0 SPAN =16.5' ° 1 1.17 16871 16.5 I I I I I i I i I i I i I Mx (Max) Magnitude Location 89.628 K-in 1.17 ft Vx (Max) 6.384 KIPS 0.00 ft L Requ red 14.8404 in^4 7.00 ft Span Length (It) Load (PLF) Moment (K-in) Location (It) 16,50 O,O 89.§28 1.17 I Suppo~ LOC Moment I Reaction I I Pt Load (fi) (K-in) I (lbs) I 1 0.00 0.000 6383.784 1 I 2 16.50 0.000 487.216 I Deft. Fact. (in) -I~. 1 t522 Location (It) 7.00 Loc. Mag. Moment (ft) (lbs) (K-in) 1.1 7 61171.0 B9.62§ I I I I I I 1 ! I ! I I I t t I I BEAM SUPPORT FOR CENTER RIDGE POST ALONG LINE 4 P=6871# SPAN =16.5' Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Deptll = 10.0000 in Area = 2.92 in2 Axial: Flange = 2.0000 in Ix = 38.19 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 1.66 in4 KxLx = 198.00 in Bend = 0.1525 in Rx = 3.61 in KyLy = 36.00 in t = 0.1017 in Ry = 0.75 in KtLt = 36.00 in Punch = 1.5000 in Cw = 23.57 in6 Bending: VVlip = 0.3083 in Jxl0E3 = 10.08 in4 Mx = 89.63 K-in VVflg = 1.4915 in Xo = 0.00 in KLx = 198.00 in Wweb = 9.4915 in Ro = 3.69 in KLy = 36.00 in Beta = 1.00 KLt = 36.00 in BENDING ANALYSIS lyc = 0,8303 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 = 1865.2110 K-in Eq, C3.1.2-6 My = SfFy = 381.8789 K-in Ref. Eq. C3,1.2-13-14 Mc = 381.8789 K-in Find effective section at stress f, f = Mc/Sf = 50.00 KSl eFlange = 1,492 in; eLip = 0.308 in; eWeb = 7.991 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 381.20 K-in Eq. C3,1-1 Ma = Mn/1.67 = 228.26 K-in Sc = 7.624 in^3 With 1/3 stress increase Ma = 304.35 K-in SHEAR ANALYSIS hit · 1.38*(5.34*E/Fy)^.5, Therefore Va = .53*E*5.34*t^3/h Va = 18.51 KIPS With 1/3 stress increase = 24.67 KIPS I ! I i ! I I ! I ! I I i I I I i I BEAM SUPPORT FOR CENTER RIDGE POST ALONG LINE 4 P=6871# SPAN =16.5' Web Crippling Analysis Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSl Configuration: "1" Location Bearing I~eaction Equation Pa Mx Combined Stil/ener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I O,O0 0,0 §383.8 N/A NIA 0.00 N/A NO 2 16.50 0.0 487.2 N/A N/A 0,00 N/A No Location Beanng Loacl t:quatlon Pa Mx Combined ~t~ttener Pt Load (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-VVC Required? I 1,17 0.0 §§71.0 NIA N/A 1~,63 N/A NO I I ! I BEAM SUPPORT FOR OFFSET RIDGE POST ALONG LINE 4 P=4975# SPAN =16.5' Overall Length of Beam: 16.5 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 I ° I 1,17 14775 [0 16,5 I I I Mx (Max) Magnltutle Location 62.287 K-in 1.17 ft Vx (Max) 4.436 KIPS 0.00 ft Required 10.3133 in^4 7.00 ft Span Length (It) Load (PLF) Moment (K-in) I 16.50 0.0 62.2~7 Location (ft) Detl. Fact. (in) Location (It) 1.17 -5.§123 support Loc. ~ Moment I Reaction r I Pt Load Loc. i Mag. (K-in) I (lbs) I I (lft!ll i 477§.0 (K-in) 2 16,50! 0.000 338.591 I I i ! I I I I i I T /6.fi' I I ! I I I I I I II I t t I I I I I BEAM SUPPORT FOR OFFSET RIDGE POSTALONG LINE 4 P=4975# SPAN =16.5' Member: C10-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: "1" Dimensions Gross Properties Loads and Bracing Deptl~ = 10,0000 in Area = 2.07 in;~ Axial: Flange = 2.0000 in Ix = 27.54 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 1.23 in4 KxLx = 198.00 in Bend = 0.1065 in Rx = 3.65 in KyLy = 36.00 in t = 0.0710 in Ry = 0.77 in KtLt = 36.00 in Punch -- 1.5000 in Cw = 17.53 in6 Bending: Wlip = 0.3850 in Jxl0E3 = 3.48 in4 Mx = 62.29 K-in Wflg = 1.6450 in Xo = 0.00 in KLx = 198.00 in Wweb = 9.6450 in Ro = 3.73 in KLy = 36.00 in Beta = 1.00 KLt = 36.00 in BENDING ANALYSIS lyc = 0.6143 in^4 Eq. C3.1.2-15 Me = Pi^2Edlyc/L^2 -- 1380.1030 K-in Eq. C3.1.2-6 My = SfFy = 275.4201 K-in Ref. Eq. C3.1.2-13- 14 Mc = 275.4201 K-in Find effective section at stress f, f -- Mc/Sf = 50.00 KSI eFlange = 1,645 in; eLip = 0.179 in; eWeb = 8.145 in; Eq. C3.1.2-1 Mn = ScMc/Sf = 264.97 K-in Eq. C3.1-1 Ma = Mn/1.67 = 158.67 K-in Sc = 5.299 in^3 With 1/3 stress increase Ma = 211.55 K-in SHEAR ANALYSIS h / t · 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 6.20 KIPS With 1/3 stress increase = 8.26 KIPS I ! I I I BEAM SUPPORT FOR OFFSET RIDGE POST ALONG LINE 4 P=4975# SPAN =16.5' Web Crippling Analysis Member: C10-2-14 Manufacturer: Generic Yield = 50~0 KSI Configuration: "1" Location Beanng Reaction Equation Pa Mx Combinecl st~ener Support (It) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.0 44;3§.4 N/A N/A 0,00 N/A NO 2 16,50 0.0 338.6 N/A N/A 0.00 N/A No LocatJon Beanng Loa(~ ~-quatJon Pa Mx Combine~ ~ti/fener Pt Load (It) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 1,17 0.0 4775.0 N/A N/A 62.2~9 N/A NO I I I I BEAM SUPPORT. FOR OFFSET RIDGE POST ALONG LINE 4 P=4975# SPAN =18' Overall Length of Beam: 18 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 I ° I 2,67 14275 10 18 I Magnitutle Location Mx (Max) 1t6.654 K-In 2.67 ft Vx (Max) 3.641 KIPS 0.00 ft I Required 22.4009 in^4 7.72 ft Splan Length (It) Loaa (PLF) Moment (K-in) Location (it) Uefl. Fact. (in) Location {ft) 18.00 0.0 110.6,54 2.§7 -13.440§ 7.72 Support Loc. ;;~,iiient I<eaction I Pt Load LOC. Mag. Moment (ft) (K-in) (lbs) {lbs) (K-in) 1 0.00 0.000 31540.~7§ 2 18.00 0.000 634.125 ,1.1.'7 BEAM SUPPORT FOR OFFSET RIDGE POSTALONG LINE 4 P=4975# SPAN =18' Member: C10-2-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: "l" Dimensions Gross Properties Loads and Bracing Depth = 10,0000 in Area = 2.07 Flange = 2.0000 in Ix = 27.54 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 1.23 in4 KxLx = 216.00 in Bend = 0,1065 in Rx = 3.65 in KyLy = 36.00 in t = 0.0710 in Ry = 0.77 in KtLt = 36.00 in Punch = 1.5000 in Cw = 17.53 in6 Bending: VVlip = 0.3850 in Jxl0E3 = 3.48 in4 Mx = 116.65 K-in VVflg = 1.6450 in Xo = 0.00 in KLx = 216.00 in Wweb = 9.6450 in Ro = 3.73 in KLy = 36.00 in Beta = 1,00 KLt = 36.00 in BENDING ANALYSIS lyc = 0.6143 in^4 Eq. C3,1.2-15 Me = Pi^2Edlyc/L^2 = 1380.1030 K-in Eq. C3.1.2-6 My = SfFy = 275.4201 K-in Ref. Eq. C3.1.2-13- 14 Mc = 275.4201 K-in Find effective section at stress f, f = Mc/Sf = 50.00 KSI eFlange = 1.645 in; eLip = 0.179 in; eWeb = 8.145 in; Eq, C3.1,2-1 Mn = ScMc/Sf = 264.97 K-in Eq. C3.1-1 Ma = Mn/1.67 = 158.67 K-in Sc = 5.299 in^3 With 1/3 stress increase Ma -- 211.55 K-in SHEAR ANALYSIS hit > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 6.20 KIPS With 1/3 stress increase = 8.26 KIPS I I I I I I I I I I I I I I I I I I I BEAM SUPPORT FOR OFFSET R DGE POSTALONG LINE 4 P=4975# SPAN =18' Web Crippling Analysis Member: C10-2-14 Manufacturer: Generic Yield 50.0 KSI Configuration: "1" Location Beanng I~eaction Equation Pa MX Combined ~t~,ener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.00 0.0 3640.9 N/A N/A O.OO N/A NO 2 18.00 0.0 634.1 N/A N/A 0.00 N/A No Location Beanng Loa(3 ~-quation, Pa Mx Comblnea ~tl,ener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 2.67 0.0 427,5.0 N/A N/A 11U.1~5 N/A NO I I HUNG ASSOCIATES, INC.  STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB ..SHEET NO. _ "~L~ OF DALCULATED BY DATE CHECKED BY DATE I I I I / AT 1ST STORY WALLS (OPENING 8A) DOUBLE NESTED P=3600# Overall Length of Beam: 6 ft. Axial Load: HEADER SPAN = 6.0' (LINE 2) W=3192 10J12 0 KIPS 3192 Deflection Limit: 360.0 13600 I I I I I I I I I I I I I I I0 Mx (Max) Magnitude Location 237.168 K-in 3.00 ft Vx (Max) 11.376 KIPS 0.00 ff Required 20.5207 in'"4 3.00 ft Span Length (It) Load (PLF) Moment (K-in) 15.O0 3192.0 237.168 Location (It) Deft. Fact. (in) Location lIt) 3.00 -4.1041 3,00 Mag. Moment LOC. [ (lbs) 237.16~ Support Loc. Moment Reaction Pt Load (ft) gft!oI 3.00 3600.0 (K-in) ( I (K-in) (lbs) I O O.OOO 11376,000 1 2I61001 0.000 11376.000 t~ Io'T'iL -',-- lOT-I(. ./,/// I I I I I I I I I I I I I I I I I I AT 1ST STORY WALLS (OPENING 8A) DOUBLE NESTED P=3600# HEADER SPAN = 6.0' (LINE 2) W=3192 10J12 Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSI Configuration: Boxed Dimensions Gross Properties Loads and Bracing Depth = 1O,0OO0 in Area = 2.92 in2 Axial: Flange = 2.0000 in Ix = 38.19 in4 P = 0.00 KIPS Lip = 0,5625 in ly = 8.51 in4 KxLx = 72.00 in Bend = 0.1525 in Rx = 3.61 in KyLy = 72.00 in t = 0.1017 in Ry = 1.71 in KtLt = 72.00 in Punch = 1,5000 in Cw = 0.00 in6 Bending: Wlip = 0,3083 in Jxl0E3 = 0.00 in4 Mx = 237.17 K-in Wflg = 1.4915 in Xo = 0.00 in KLx = 72.00 in Wweb = 9.4915 in Ro = 0.00 in KLy = 72.00 in Beta = 0.00 KLt = 72,00 in BENDING ANALYSIS *** WARNING: Bending capacity of member is inadequatel *** Find effective section at stress Fy = 50.00 KSI eLip = 0.308 in; eWeb = 7.991 in; Sc = 7.624 in^3 Eq. C3.1.1-1 Mn = SeFy = 381.88 K-in Eq. C3.1-1 Ma = Mn/1.67 = 228.26 K-in With 1/3 stress increase Ma = 304.35 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5,34 * t ^ 3 / h Va = 18.51 KIPS With 1/3 stress increase = 24.67 KIPS · **WARNING: Combined bending and shear excessive. Check Error page for location(s).*** I I I I I I I I I I I I I I I I I I I AT 1ST STORY WALLS (OPENING 8A) DOUBLE NESTED P=3600# HEADER SPAN = 6.0' (LINE 2) W=3192 10J12 ....... WARNINGS! ..... * Bending capacity of member is inadequate. M allowable = 228.261 K-in. M applied = 237.168 K-in. Combined bending and shear excessive at Pt. Load 1. Shear: Allowable= 18.505. Applied = 1.800. Bending: Allowable = 228.26. Applied = 237.17. AT1ST STORY WALLS (OPENING 8A) DOUBLE NESTED P=3600# HEADER SPAN = 6.0' (LINE 2) W=3192 10J12 Web Crippling Analysis Member: C10-2-12 Manufacturer: Generic Yield -- 50.0 KSI Configuration: Boxed Location Beanng Heact~on Equation Pa MX Combined Stiffener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 O.O0 o.O 1137§.0 N/A N/A U.O0 N/A NO 2 6.00 0.0 11376.0 N/A N/A 0.00 N/A No Location Bearing Load Equation Pa Mx Combined St~il'ener Pt Load (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 3.ou o.u 3§00.0 N/A N/A 237.17 N/A NO AT 1ST STORY WALLS (OPENING 9A) P=5570# Overall Length of Beam: 3 ft. Axial Load: 0 KIPS Deflection Limit: 360.0 1.5 1557O 10 3 Magnitu¢le Location Mx (Max) 93.222 K-in 1.$0 ft Vx (Max) 7.673 KIPS 0.00 ft Required 3.8073 in~4 1.50 ft Span Length (It) Load (PLF) Moment (K-in) L Support [ LOC.Moment Reaction (ft) (K-in) (lbs) ~ o.oo o.ooo] ~.oooI I L~ 2 ! 3.00] 0'0001 7573'0001 ._ HEADER SPAN = 3.0' (LINE 2) W=3192 Location (It) Dell. Fact. (In) 1.50 -0.3807 Pt Load LOC. Location {It) 1.50 Mag. (lbs) 5,570.0 Moment (K-in) 93.222 I I I I I I I I I I I I I I I I I I AT1ST STORY WALLS (OPENING9A) HEADER SPAN = 3.0' (LINE2) W=3192 P=5570# Member: C10-2-12 Manufacturer:. Generic Yield = 50.0 KSI Configuration: Boxed Dimensions Gross Properties Loads and Bracing Depth = 10.0000 in Area = 2.92 in2 Axial: Flange = 2.0000 in Ix = 38.19 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 8.51 in4 KxLx = 36.00 in Bend = 0.1525 in Rx = 3.61 in KyLy = 72.00 in t = 0.1017 in Ry = 1.71 in KtLt = 72.00 in Punch = 1.5000 in Cw = 0.00 in6 Bending: VVlip = 0.3083 in Jxl0E3 = 0.00 in4 Mx = 93.22 K-in VVflg = 1.4915 in Xo = 0.00 in KLx = 36,00 in VVweb = 9.4915 in Ro = 0.00 in KLy = 72.00 in Beta = 0.00 KLt = 72.00 in BENDING ANALYSIS Find effective section at stress Fy = 50.00 KSI eLip = 0.308 in; eWeb = 7.991 in; Sc = 7.624 in^3 Eq. C3.1.1-1 Mn = SeFy = 381.88 K-in Eq. C3.1-1 Ma = Mn/1.67 = 228.26 K-in With 1/3 stress increase Ma = 304.35 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5, Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 18.51 KIPS With 1/3 stress increase = 24.67 KIPS ! ! AT 1ST STORY WALLS (OPENING 9A) P=5570# HEADER SPAN = 3.0' (LINE 2) W=3192 Web Crippling Analysis Member. C10-2-12 Manufacturer: Generi, Yield = 50.0 KSI Configuration: Boxed Location Beanng Heaction Equation Pa Mx Combinec~ ~tlttener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 0.00 0.0 75T3.0 N/A N/A 0.00 N/A NO 2 3.00 0.0 7573.0 N/A N/A 0.00 N/A No LoCa[ion Beanng Load Equation Pa MX Combinec~ 5tilfener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 1.50 0.0 5570.0 N/A N/A 93.22 N/A NO I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS CALCULATED BY. DATE CHECKED BY DATE I ! I I I I I I I I I I I I I I I I I LINE OF= t2,1g~E ~E51~5 ALL ~O~h OPENINGS I~ ~/ ~ ~l ii ii ~HE~LE) DESI~TE5 65~1~ EXT. ~ALL ' ' e e ,~ ~ ....'®® ® ® ®-... I I~ESI~NATES 4~1~1l~ PtALI FI~AHIN~ ~PAGIEI~ ~ 'V.....' :,q'~'~'".. ~F=C..ON[~ E~TOt~¥ HALL/HEAl)ER AT lb" O.G. I~E~I6NATE~ 4~Jl~ PIALL FF~AHING ~pA~I=I~ At I~" O.~. NO][ (1~: REFER TO SHEET ' ' ¢'OR ADOIT~ONAL DETAILS. NO'~ f2'~: ALL NES~D & BOXED HEADERS SHALL HAG CON'RNUOU$ TRACKS & STUDS. (NO PIECES) F-3 I I I I AT 2ND STORY WALLS (OPENING 3A) BOXED FOR MOMENT Overall Length of Beam: 3 ft, Axial Load: HEADER SPAN = 3' (LINE 4) W=14i5 6SW14 0 KIPS Deflection Limit: 360.0 1415 J 1.5 14275 ,o I I I I I I I I l I I I I Magnitucle Location Mx (Max) 57.577 K-In t.50 ft Vx (Max) 4.260 KIPS 0.00 ft I Required 2.2828 in^4 1.50 ft SPlan Length (ft) Loacl (PLF) Moment (K-in) Location (it) Dell. Fact. (in) Location (It) 3.00 1415.0 57.577 1.50 -0.2283 1.,50 supportI LOC.(ft) I I 0.00 2 i 3.00 Moment I Reaction I I Pt Load LOC. Mag. Moment (K-in) I (lbs) I ] (fi) (lbs) (K-in) 0.O0O 4260.000 ] 1 1.50 4275.0 57.577 0.000 4260.000 q~2(~° I I I I I I I I I I i I I l I I I I AT 2ND STORY WALLS (OPENING 3A) BOXED FOR MOMENT HEADER SPAN = 3' (LINE 4) W=1415 6SW14 Member: C6-158-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Boxed Dimensions Gross Properties Loads and Bracing Depth = {5.00Q0 in Area = 1,38 in2 Axial: Flange = 1.6250 in ix = 7.02 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 2.46 in4 KxLx -- 36.00 in Bend = 0.1065 in Rx = 2.26 in KyLy = 36,00 in t = 0,0710 in Ry = 1.34 in KtLt= 36.00 in Punch = 1.5000 in Cw = 0.00 in6 Bending: Wlip = 0,3225 in Jxl0E3 = 0.00 in4 Mx = 57.58 K-in W11g = 1.2700 in Xo = 0.00 in KLx = 36,00 in VVweb = 5.6450 in Ro = 0.00 in KLy = 36.00 in Beta = 0.00 KLt = 36.00 in BENDING ANALYSIS Find effective section at stress Fy = 50.00 KSI eLip = 0,322 in; eWeb = 4.145 in; Sc = 2.328 in^3 Eq. C3.1.1-1 Mn = SeFy = 117.07 K-in Eq. C3.1-1 Ma = Mn/1.67 = 69.69 K-in With 1/3 stress increase Ma = 92.92 K-in SHEAR ANALYSIS h/t > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t^3/h Va = 10,59 KIPS With 1/3 stress increase = 14.12 KIPS I I I I I ! I t I I I I I I I I I I I AT 2ND STORY WALLS (OPENING 3A) BOXED FOR MOMENT HEADER SPAN = 3' (LINE 4) W=1415 6SW14 Web Crippling Analysis Member: C6-158-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Boxed Location Bearing I~eaction ! Equation Pa MX Combmea Stiffener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.OU 0.0 42§0.0 N/A N/A O.OO N/A NO 2 3.00 0.0 42600 N/A N/A 0.00 N/A NO Location Beanng Load Equation Pa Mx Combined ~t~ffener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-VVC Required? I 1.50 U.U 4275.0 N/A N/A 5T,5§ N/A NO I I I I AT 2ND STORY WALLS (OPENING 3A) BOXED Overall Length of Beam: 3 ft. Axial Load: HEADER SPAN = 3' (LINE 4) W=1415 6SW14 0 KIPS Deflection Limit: 360.0 1415 '114275 10 3 I Mx (Max) Magnitude 21.7~4 K-in Vx (Max) 6.255 KIPS Requ md 1.0t53 in^4 Location 1.40 ft 0.00 ft 1.47 ft Suppo~ Loc. (n) I ! 0.o0 2 3.00 Load (PLF) Moment(K-in) Location (R) Uetl. Fact.(in) Location (~) 1415.0 21./b4 1.40 -0.1015 1.47 MomentIReaction Pt Load LOC.o.1 4275.0 Mag. Moment (K-in) I (lbs) (ft) (lbs) (K-in) U.OOU 0255.000 I U 7.421 0.000 2265.000 p- AT 2ND STORY WALLS (OPENING3A) HEADER SPAN = 3' (LINE4) W=1415 6SW14 BOXED Member: C6-158-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Boxed Dimensions Gross Properties Loads and Bracing Depth = 6.00O0 in Area = 1.3~ in2 Axial: Flange = 1.6250 in Ix = 7.02 in4 P = 0.00 KIPS Lip = 0.5000 in ly = 2.46 in4 KxLx = 36.00 in Bend = 0.1065 in Rx = 2.26 in KyLy = 36,00 in t = 0.0710 in Ry = 1.34 in KtLt -- 36.00 in Punch = 1.5000 in Cw = 0.00 in6 Bending: Wlip = 0.3225 in Jxl0E3 = 0.00 in4 Mx = 21.75 K-in Wflg = 1.2700 in Xo = 0.00 in KLx = 36.00 in VWveb = 5.6450 in Ro = 0.00 in KLy = 36.00 in Beta = 0.00 KLt = 36.00 in BENDING ANALYSIS Find effective section at stress Fy = 50.00 KSI eLip = 0.322 in; eWeb = 4.145 in; Sc = 2.328 in"3 Eq. C3.1.1-1 Mn = SeFy = 117.07 K-in Eq. C3.1-1 Ma = Mn/1.67 = 69.69 K-in With 1/3 stress increase Ma = 92.92 K-in SHEAR ANALYSIS. hit > 1.38*(5.34*E/Fy)^.5. Therefore Va = .53*E*5.34*t"3/h Va = 10.59 KIPS With 1/3 stress increase = 14.12 KIPS AT 2ND STORY WALLS (OPENING 3A) BOXED HEADER SPAN = 3' (LINE 4) W=1415 6SW14 Member: C6-158-14 Manufacturer: Generic Yield = 50.0 KSI Configuration: Boxed Location Bearing Reaction Equation Pa Mx Combined Stiffener Support (fi) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I O.OO 0.0 BZbO,O N/A N/A 0.00 N/A NO 2 3,00 0.0 2265.0 N/A N/A 0.00 N/A No Location Bearing Load Equation Pa Mx Combined Stiltener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? 1 U.1U O.O 42/'5,0 N/A N/A /.42 N/A NO I I I I l I I I I i i i I Web Crippling Analysis ! I i I AT 2ND STORY WALLS (OPENING 2A) DOUBLE NESTED P=6871# HEADER SPAN = 6.5' (LINE 1) W=571 10J12 Overall Length of Beam: 6.5 ft. Axial Load: 0 KIPS 571 Deflection Limit: 360.0 10 3.25 ]6871 8.5 I I i I I i I I I I i i i Mx (Max) Vx (Max) Required Magnitude 170.172 K-in 5.291 KIPS 14.2160 in^4 Location 3.25 ft 0.00 tt 3.25 It s~an Length(~)6.50 Load (PLF) 571.U Moment (K-in) 170.172 Location (It) 3.2,5 Deft. Fact. (in) Location (It) -3.0801 3.25 Support LOC. ] Moment Reaction I I Pt Load Loc. Mag. Moment (i!~ (K-in) {lbs) I I (3ff!2 (lbs) {K-in) I O.OOO 5291.250 [ I 5 §871.0 170.172 2 0.000 5291.250 I I I I i I i I i I I i i ! I I I I I AT 2ND STORY WALLS (OPENING?A) DOUBLE NESTED P=6871# HEADER SPAN = 6.5' (LINE 1) W=571 10J12 Member: C10-2-12 Manufacturer: Generic Yield = 50.0 KSI Configuration: Boxed Dimensions Gross Properties Loads and Bracing Deptt~ = 10.0000 in Area = 2.92 in2 Axial: Flange = 2.0000 in Ix = 38.19 in4 P = 0.00 KIPS Lip = 0.5625 in ly = 8.51 in4 KxLx = 78.00 in Bend = 0.1525 in Rx = 3.61 in KyLy = 78,00 in t = 0.1017 in Ry = 1.71 in KtLt = 78.00 in Punch = 1.5000 in Cw = 0.00 in6 Bending: Wlip = 0.3083 in Jxl0E3 = 0.00 in4 Mx = 170.17 K-in Wflg = 1.4915 in Xo = 0.00 in KLx = 78.00 in Wweb = 9.4915 in Ro = 0,00 in KLy = 78.00 in Beta = 0.00 KLt = 78.00 in BENDING ANALYSIS Find effective section at stress Fy = 50.00 KSI eLip = 0.308 in; eWeb -- 7.991 in; Sc = 7.624 in^3 Eq. C3.1.1-1 Mn = SeFy = 381.88 K-in Eq. C3.1-1 Ma = Mn/1.67 = 228.26 K-in With 1/3 stress increase Ma = 304.35 K-in SHEAR ANALYSIS h / t > 1.38 * (5.34 * E / Fy) ^ .5. Therefore Va = .53 * E * 5.34 * t ^ 3 / h Va = 18.51 KIPS With 1/3 stress increase = 24.67 I~IPS I I i I i i I i i ! I I t I I 1 I I ! AT 2ND STORY WALLS (OPENING 2A) DOUBLE NESTED P=6871# HEADER SPAN = 6.5' (LINE 1) W=571 10J12 Web Crippling Analysis Member. C10-2-12 Manufacturer: Generic Yield 50.0 KSI Configuration: Boxed Locatiu, t~eanng I;{eactlon Equation Pa MX (.;ombine~ Sttl/ener Support (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 0.UU U.U 5;~1.3 N/A N/A O,UU N/A NO 2 6.50 0.0 5291.3 N/A N/A 0,00 N/A No LOCation oeanng Loa(I Equation Fa MX (.;ombine~ ~tlh'ener Pt Load (ft) Width (in) (lbs) Number (lbs) (K-in) Bend-WC Required? I 3.25 U.O 5871.0 N/A N/A 170.17 N/A NO I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS OF DATE I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS E.E~.O 7q ~7 o~. CALCULATED BY DATE I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAMING CONSULTING ENGINrERS I ! HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL  LIGHTGAGE STEEL FRAMING CONSULTING ENGINEERS JOB SHE~"O. % ~ ~ O~ CALCULATED BY DATE CHECKED DY DATE 'lO LI~E I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LIGHTGAGE STEEL FRAU~NG CONSULTING ENGINEERS JOB C*LCU~T~D E¥ D^T~ CHECKED BY DA~ / II. z y JO" I HUNG ASSOCIATES, INC. STRUCTURAL / CIVIL LICHTGAGE STEEL FRAMING CONSULTING ENGINEERS ~.E~O. 7 q t OE CALCULATED EY DATE CHECKED BY DATE NOT TO DATE:: 04/15/200~ SHEET 1 OF1 HENRY W. HOBSON, JR. ~ g. LOCATION MAP SCALE 1 "=400' ~ PAL WATER, ON-SITE SEPTIC SYS ~ 5 X PAVED APPED ~ ~ 1,) SITE P~N PREPARED FO~ HAY HARBOR CLUB, INC; HEATHUILE AVENUE; F~SHE~S IS~ND, NEW YORK; CHANDLER, PALMER · KING; NORWICH, CT; DATE: AUGUST 27, 1996; SCALE', 1"=20'~ SHEET 1 · 20F2 Z ~ 1.) THIS SURV~ WAS PREPARED FOR THE PARTIES AND PURPOSE ~ ~ ~ ~ Z ?~' INDICATED HEREON. ANY EXTENSION OF THE USE BEYOND I ~ ~ PURPOSED AGREED TO BETWEEN FHE CLIEN1 AND THE SURVEYOR < ~ ~ ~ ~ 0 ~ EXCEEDS THE SCOPE OF THE ENGAGEMENT. ~ Q ~ 2.) ~T IS A VIO~T~ON OF THE STATE EDUCATION ~W FOR ANY > -- ~ ~ PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ~ _ ~ ~ND SURVEYOR, TO ALTER AN ITEM IN ANY WAY. ~ ~ ~ ~ ~ ~ SURV~OR'S SIGNATURE AND AN ORIGINAL EMBOSSED OR INK SEAL ~ ~ ~ ARE THE PRODUCT OF THE ~ND SURVEYOR, ~ Z 4.) COORDINATE DISTANCES ARE MEASURED FROM U.S. COAST AND ~ GEODETIC SURVEY TRIANGU~TION STATION "PROS" ~ 5,) SITE IS IN THE TOWN OF SOUTHOLD, COUN~ OF SUFFOLK TAX MAP 1000, SECTION 009, BLOCK 12, LOT 8.1 6.) FOTAL AR~ = 44,6~ ACRES. 7.) BASE FOR LEVELS: NGVD 1929. o g DATE: 04/15/2003 L SCALE: 1" ~ 20' QUALI~ CONTROL CERTIFICATION N/F NOW OR FORMERLY GROUP R~EWED DA~E S~ SQUARE FEET su~v~ ~ '[¢] [//v'~ HYD HYDRANT ~NVmONUEmAL '¢ f'/ A/C AIR CONDITION 20 ~0 0 20 SHEET F~LE 34692 ~ ~ IIiii 1.) S~TE P~,N PREPARED FOR HAY HARBOR CLUB, INC; HEATHUILE AVENUE; FISHERS IS~ND, NEW YORK; CHANDLER, PALMER ~ KING; NORWICH, CT; BATE~ AUGUST 27, 1996; SCALE: 1"=20'; SHEET 1 20F2 0 Z 1,) THiS SURVEY WAS PREPARED FOR THE PARTIES AND PURPOSE ~ ~ 0 5~ / % 5 ~~~*~L/~- % X"x",, ~ INDICATED HEREON. ANY EXTENSION OF THE USE BEYOND THE PURPOSED AGREED TO BE~EEN THE CLIENT Al'iD THE SURVEhC'R EXCEEDS THE SCOPE OF THE ENOAGEMENT. ~ ~ ~ ~ z ~ PERSON, UNLESS ACTING UNDER THE DIRECTION OF A LICENSED ~ M _ ~ND SURV(YOR, TO ALTER AN ITEM IN ANY WAY. 3.) ONLY COPIES OF THIS SURVEY MARKED WITH THE ~ND SURVEYOR'S SIGNATURE AND AN ORIGINAL EMBOSSED OR INK S~L ARE THE PRODUCT OF THE ~ND SURVEYOR. Z 4,) COORDINATE DISTANCES ARE MEASURED FROM U.S, COAST AND GEODETIC SURVEY TRIANOU~TION STATION "PROS" 5.) SITE IS iN THE TOWN OF SOUTHOLD, COUN~ OF SUFFOLK TAX MAP 1000, SECTION 009, BLOCK 12, LOT 8.1 6,) TOTAL AR~ = 44.6~ ACRES, 7.) BASE FOR L~ELS: NGVB 1929. ' ' ~ ~ POLE DAr[: 0~/27/2002 SCALE: 1" = 20' QUALI~ CONTROL CERTIFICATION ~ ~ ~ su,v~ mVrL ~ ~]~'~/' /~//) N/F NOW OR FORMERLY 20100 20 I~ SF SQUARE FEET GRAPHIC SCALE IN FE~ / UP / FILE J4692 I ,, INDEX SHEET NO. SHEET TITLE C-1 COVER SHEET N-1 GENERAL NOTES F-1 ~ PLAN F-2 FRAMING PLAN FRAMING PLAN F-3 F-4 D-1 D-2 D-3 D-4 D-5 FRAMING PLAN FRAMING DETAILS FRAMING DETAILS FRAMINGDETAILS FRAMINGDETAILS FRAMINGDETAILS FRAMING DETAILS SHEARWALL DETAILS SHEARW~I.I, DETAILS SHEARWALL DETAILS D-6 GOLF C D-7 E-1 E-2 E-3 SHEARWAI,!, DETAILS Fishers Heathhuile Island, Avenue New York GDS Contracting Corp. 1623 WilburCross Pkwy. Berlin, Connecticut 06037 PHONE: (860) 828-6654 FAX (860) 828-8990 C-1 ~ENLi '-4AL NOTt~5, ]/~l~_l AN~ ~=LOO'~ ~HIDATHING,/A'I-I'AC..HNIDNT ~UIP~Nf~NT5 N-1 .[, m IP~O'CIOE N'ASONR'"' L',NTELS AT ALL EXTERIOR OPENIN®S ~ITH NO LI®HT ®.A~E HEA~E~ I?ESI®NATiON. TO BE ~ESI®NEO AND ~:~O'¢'1~EI:2 B'f OTH~t~,S Pt~.Ok/IDE SOLID BLOC~IN® E~ET~EEN FLOOR JOISTS AT TOP AND BOTTO~ OF ALL BEA~IN¢ ~ALL LOCATIONS EXCEPT TRACK) 15 USED (T~PIOAL AT ALL FLOO~S) / P~OVIOE ~5~16 BEARIN~ STIFFENERS ENDS OF ALL FLOO~ JOISTS AT 6" ~ALLS AND 4S~16 STIFFENERS AT 4" HALLS . TYPIOAL FOR ALL FLOORS. FASTEN ~/(~)-¢10 SO~E~S AS TYPICALLY SHO~N. SA~E ~S T~UE AT JO)STS ABOVE END5 OF ALL HEADERS. FA&T~N 51H~LAR TO ~EB &TIFFENER5 AT ~ALLS. UNDEF2- POSTS ,"'/HEN POST LAN~S ON FOUNPATION ]~ALL, HUNG F-1 MATteR[AL '~E~d~U It~EM~NT I:::'R, AIAII N~ ',% (lOJI2@ I~" 0,~ ) ~IIk.~ i lO JIB @ 16" O.C= ~_I__105~14 ~ I~" O.l ~ _ _ 'i~; coM~o~ -- --~A ~oo~ -G- 4 LOOAT~ON5 PI~T ~LOO~ ~ALL5 ALONe Th!¢ LINE. ~OON~ PLOO~ F~A~IN~ PLAN {=IR, ST 5TOR.¥ ~.0, 5CHEDUk. E, INC. F-2 1,4ATb-'~I AL ~,E~UIR. L=M'ENT ALL LI,.~HT ®AGE Pt~-,AMIN® I& .~A®E OR HEAVIEP-, TO HAVE A MINIMUM 5PECIFI~P YIELP STRENGTH OF ~ ~51 NOTE ON POST ATTAC-,Ht'~NT5 .G~ _NTE R LINE SEE NOTE POST ATTAC, HMENTS ~ECONE:~ STOF~'r' P4ALL/HEADE~ PLAN NOi= I 5TORY '¢..O. r~C, HP-OULE, PROVIDE BRIO®IN® (EYENL'r' SPACED) FOP-. ALL ROOF JOISTS AT HAXINflUH SPACIN® AHEN JOIST LEN®TH EXCE'=DS q'-O. PROVIDE EITHER SOLID BLOC~IN® i OR END JOIST AT P-.AFTER ENOS. ~O',/l~ ~S~IE2 BEARIN® STIFFENE~,S AT: IALL R.AFTEP. ENOS EXCEPT .'AT P. ID®E OF I~ID~F' , ~ NOTE ON PO~T JOIST. USE T!AIO STJFFENEI~:S WHEN JOISTS ARE FP. AI'JED BACK TO BAC~ t~..OOF Pf~..ANflN5 PLAN /-% MA i ~-~,IAL ~(21JII~-VI~NT ALL LICHT ~A~E F~ANrN~I I~ ~A~ OR HEAVIEP. TO HAVE A NtlNINIUN1 I ~P~GtFI~ ~TF~N,~TH O~ ~O ~ F-4 7 ~.~ FCCI~'RIOR I--t~k.12'~4~. 12~TAIL ,Pt/~15 II'libaTION tO~ PLA"f~ /~T'C'PIC~AL JOIST~ TO AL 5N / JOIST TYPIOAL FLOOR JOIST (~ EXTRIOt~.~^~, ~.~ ~ JOIST/t4~AD~P. CONNI~¢TION INI'~.IO~. HBADIL::'¢. DETAIL IN,'~I~ ~ AiBLq'ION PLATt~ D-- 1 NOTE Z-Z (~ TYt~IGAL faA. p I ~-~ C, ONNEC, TION AT ~ I EEL ~tEAM (~} F:LO0~ JOIST t~t:At~,INm~ AT ~=OUNOATION / / (~) N~O~ ~1~. AP. INO MALl_ AT FOUNDATION (~) N~O~p~A~INO MALL AT D-2 (~ "I"T~IC,.AL IN"I'~IOt~, ,4" E~At~IN~ I,"4ALL NOT~ ¥-¥ TYPICAL. IN(~'P-..IOf~ 8," BtEARIN~ P,,IALL NOTE X-X (~ (IN i Lh:.lOf~.)~.~, ,,.._~ OP~=SET 4" BEAf~..IN~ I, tALL (~ FLOOR.s~.,,,.c, .~. JOl,~t BEAt~.INe. AT t=OUNgATION i- .~"~, ~ ~E~N'TS) Sl-E SH~T "F-4" {=0~. F~AI,~',XO  BACK T~ EASK ~ RAF~ ~' ~IG~ ~PIN~L GON~GTION O~TAIL / HALL ~. sT. ~, HALL W ~ ..<~ ~ ~ ~,~.~/~ ~ N~5=D M~ ~'(~)-'lO ,,"~ '~/~~ ' N ~ ,k ~ _ .~ ~: ,,,~ Typ LT, ~A. HALL TO >[~'y'-. ,','o~ (,~[,~:,/~'t" ~TO~ LEVELS~LICIN~AT ~I~TJ ~,b ~ -..,:,~,.~. M~' , ( 'rYP. ROUr~H )=RAMIN~ <:::~1~<~ ~_TTI~IC~AL ~:2X~I;;) MEAI::')=)~ ON JAC,~ STUD5 (~)~I~...=~Bo'rI'oM ~lll C_.ONNEr~TION D-5 /,/ T'fPIGAL ~ALL BI~.,ID®IN® ~ETAE/ AL"rEt~NA"rI~ 15~IZ::~,IN~, D~'TAIL.5 :i ® EXTERIOR IAJALL TIE POHN PI=TAIL HALL UN~ c~) (T'fPIOAL IAIHERE DIACONAL FLAT (SEE SHEET E-I FOR APOITIONAL ~ETAILS) FACTEN IOJl~, FLOOF~- JOlCT TO RIM T~AC.K, --LJ HUNG ASSOCIATE! INC. MO . oOe HALL TIE POHN PETAIL (TYPIOAL ~HE~E~ i31A~ONAL FLAT 5~F' FASTEN5 TO RIM JOIST) (~WE~E~ &HI=t=T E-I FOR APDITIONAL Pt=TAIL~) ALL FLAT STR/',~ TO ~.UN ~ALLOP, IEP SEGOND FLOOR END JOIST TRIPLE NESTE;D POST ~S~I~ STIFFENER-- FASTENED TO ENO JOIST Hi(6)-~10 SGRE~S AS SHOWN 1 6'-0" +/- LINE (~) SHEARIAIALL ELEVATION T ONE FLOOR (EAST, ~qEST ¢ NO~-.TH I~IALLS) (EXTE~.I Ot~. P~ALLS) FIRST ,,'"~\ '"' ENO JOIST ON SHEET ~-~' FOR AOOlTIO~L TIE ~O~N ~ETAILS. T~PICAL AT FOUNOATION ONL~ (18)-,412 TN, NO ROWS (T'r'PIGAL) FLOOR . DETAIL I'4A i ~lAd. ~.E4~U I ~i'*4b-NT ALL. L.I~HT ~A~ F~A,"41N~I I R-1 ALL FLAT CTP-,AP TO RUT'4 /r__.,OhtTISUOUS. NO SPL'~OIN® iALLO~EP IF PO=ST DOES NOT LAND I BET.,,tEEN JOISTS . ADDITIONAL SOLID DLOCKING I SECOND FLOOR END JOIST TYPICAL FLOOR JOIST ,, 2F5~6 FLAT STI~AP, EACH DOES OF HALL ~OUDLE SOLID D. LOC~ING. (2)-[OJI6 . SEE SHEET PO~ SOLIO D,LOCI<,ING DETAILS. dSE T~O CLIP ANCLE~ (D"XD"XI& ~A) EACH 5HEARF'~ALL ELEVATION ' ' FIR. ST FLOOR '"'", END JOIST "-TYPICAL FLOOR JOIST TYPICAL F=Ot~ IAIALLS ALONra LIN--. STRAP. (5 EAOH D, XDXI2 GA CLIP ANGLE 4" LONG EACH SLOE. 4-~[2 SCt~EF'~.S INTO SOLID BLOOMING AND 4-¢12 SCREWS INTO ,, POST EACH SlOE / D"MAX '~" ,NIDE x IE~" LONCa (!& GA) EACH ~IOE OF kIALL FASTENED ./'I/(D)-:~I: ScREY'/S TO FACE OF BLOCKING. DETAIL I/E-2 ALL LIGHT ®A®E ~N~IN¢ ALL FLAT STP. AP TO RUN CONTINUOUS. NO ALLOFtEP END JOIST 5HEAt~J, IALL ELEVATION TY~IC_..,AL FOR ~ALL5 ALON® LINE (.~.) T'r'PICAL FLOOR JOIST DOL~P_-.,LE SOLID BLOCI<.IN® (2)-IOJI6 . SEE SHEET D-g, FOR SOLID BLOC~.IN® DETAILS. USE TPIO CLIP AN®LES (B"XS"XI6 GA) EACH END DP P-.,LOC~ING. THREE ~12 SC~EY~S EACH LEe. FIR. ST FLOOR END JOIST - TYPIC, AL FLOOR JOIST , (IO)-:~12 SCREP4S F:AC.H ENO OF STRAP. ('S EACH SLOE) SXDXI2 GA CLIP ANGLE 4" LON¢~ EACH SIDE. 4-:1:,12 SCREWS INTO SOLID BLOCk~IN® ANB; 4-*12 SCREI,"4S INTO ,.,,-POST EACH SIDE S" MAX S" Y~I~E x I~" LON® (IE., GA,;' EACH 51DE DP /1ALL FASTENED F~/('5)-~I2 SCt~E!~S INTO POST AND (5)-~12 SC~E~S TO FACE OF BLOCKINg. EPETAIL MA~I/~- A,B<2JJI~T Building rnect Inc. MECHANICAL Engineering & Design Firm NORWICH DESIGN LEARNED INC. & ELECTRICAL ENGINEERING 116 MAIN STREET , CONNECTICUT 06360-5738 www.designlearned.com FAX: (860) 204-0419 ( 6o) APPROVED AS i~OTED FOLLOWING INSPECTIONS: B2 COMPLETE FOR C.O. OCOU?ANCY USE IS UNLAWFUL wirTHOUT CERTJF¢&ITE OF OCCUPANCY The Hay Harbor Golf Clubhouse Fishers Island, NY /',~ r'7 '/,~,/-" f~ · INDEX OF SHEETS l.~. 80-1SITE LIGHTING AND UTILITIES M-6SECOND FLOOR DUCTWORK ISOMETRIC BSC-1 BUILDING SYSTEMS COORDINATION DRAWING M-7MECHANICAL DETAILS P-1 PLUMBING SPECIFICATIONS M-8MECHANICAL SCHEDULES P-2 BASEMENT PLUMBING SUPPLY AND DRAINAGE MAINS E-1ELECTRICAL SPECIFICATIONS P-3 FIRST FLOOR PLUMBING SUPPLY E-2BASEMENT POWER DISTRIBUTION AND CONDUIT ROUTING LAYOUT P-4 SECOND FLOOR PLUMBING SUPPLY AND PLUMBING FIXTURE SCHEDULE E-3FIRST FLOOR POWER DISTRIBUTION AND CONDUIT ROUTING LAYOUT P-5 BASEMENT PLUMBING DRAIN/WASTE/VENT E-4SECOND FLOOR POWER DISTRIBUTION AND CONDUIT ROUTING LAYOUT P-6 FIRST FLOOR PLUMBING DRAIN/WASTE/VENT E-5ATFIC POWER DISTRIBUTION AND CONDUIT ROUTING LAYOUT P-7 SECOND FLOOR DRAIN/WASTE/VENT E-6BASEMENT AREA AND EMERGENCY LIGHTING LAYOUT P-8 PLUMBING RISER DIAGRAMS E-7FIRST FLOOR AREA AND EMERGENCY LIGHTING LAYOUT M-1 MECHANICAL SPECIFICATIONS E-8SECOND FLOOR AND ATI'IC AREA AND EMERGENCY LIGHTING LAYOUT M-2 BASEMENT AND FIRST FLOOR SUPPLY DUCTWORK LAYOUT E-9BASEMENT AND FIRST FLOOR FIRE ALARM AND TELECOMMUNICATIONS LAYOUT M-3 BASEMENT AND FIRST FLOOR RETURN/EXHAUST DUCTWORK LAYOUT E-lO SECOND FLOOR AND ATrlC FIRE ALARM AND TELECOMMUNICATIONS LAYOUT M-4 BASEMENT AND FIRST FLOOR DUCTWORK ISOMETRIC E-11 ELECTRICAL SCHEDULES M-5 SECOND FLOOR DUCTWORK LAYOUT E-12 ELECTRICAL RISERS AND DETAILS NUIT EUTRAL NDUCTORS pHASE CONDUCTORS CONDUIT DETAIL I NEW / RELOCATED POLE INSTALLED BY RSHERS ISLAND ELECTRIC PRIOR TO EXCAVATION AND INSTALIAllON OF CONDUITS AND SERVICE ENTRANCE CONDUCTORS, TRE GENERAL COiN~RACTOR SHALL COORDINATE WITH FISHERS ISLAND ELECTRIC PRIOR TO EXCAVATION AND INSTALLATION OF CONDUrrs AND SERVICE ENTRANCE CONDUCTORS, FOR THE PURPOSE OFF SUPPORllNG THE POLE DURING THIS PROJECT. THE ELECTRICAL CONtracTOR SItALL PROWDE AND INSTALL A 3-INCH RIGID PVC CONDUB' SCHEDULE 80, AS REQUESTED BY FISHERS ISLAND ELECTRIC. THIS SHALL PROTECT EIGHT 3/0 (000) THHN/q'HWN COPPER SB~VICE ENTRANCE CONDUCTORS. 2-1NCR RIGID PVC CONDUIT SCHEDULE 40. THIS SHALL PROTECT A '~ELVE PAIR TELEPHONE SERVICE ENTRANCE CONDUCTORS. BUILOING'S WEST WALL. 3¢ 32D-AMP METER SOCKET MOUNT THE BOSOM Of METER SOCKET 36-INCHES ABOVE FINISHED GRADE ON BUiEDING'S WEST WALL. MIN, 6'-0' 3'-0' x~_COHDUIT GROUNDING ~,~,~0~--~CONDUCTOR ~'~ ~.~--~ax~ ~-~-NEUTRAL ~ CONDUCTORS ~ PHASE OONDUCTORS 13'-6' LONG RADIUS 2'-0'J SWEEPS. 1'-§' GENERAL CONTRACTOR SHAII COORDINATE WITH THE B.ECTRICIAN FOR THE PURPOSE OF INSTALUNG, AND ENSURING THE CORRECT PLACEMENT OF SWEEP ELBOWS PRIOR TO THE POURING OF THE CONCRETE FOOTINGS. J J ¸1 DETAIL A-A, SECTION SHOWING POWER AND TELECOM ENTRANCE, NOT TO SCALE $ffE LIGHllNG AND TELECOMMUNICATIONS NOTES: 1. ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL ALL CONDUIT, CONNECTIONS, FASTENERS, HARDWARE, PULL BOXES, FIXTURES. POSTS, LAMPS, WIRE. AND TRENCHING REQUIREMENTS FOR THIS INSTALLATION. 2. ELECTRICAL CONTRACTOR SHALL ALSO PROVIDE AND INSTALL ANY AND ALL ACCESSORIES TO CREATE A COMPLETE AND OPERATING SITE UGHllNO SYSTEM AS INDICATED FOR THIS INSTALLATION. VERIF~ BOLLARD ACCESSORIES PRIOR TO BIDDING. 3. PROVIDE AND INSTALL All MOUNTING REQUIREMENTS FOR BOLLABD UGHT FIXTURES. 4. ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL 1 INCH SCHEDULE 40 RIGID PVC CONDUIT TO SUPPORT SITE LIGHTING, UNLESS OTHERWISE INDICATED. 5. ALL SITE LICHTING SHALL BE WIRED WITH 10 AWO, THHW, 90', STRANDED COPPER CONDUCTORS UNLESS OTHERWISE INDICATED ON THIS DRAWING. 6. ELECTRIG~,I- CONIltABTOR SHALL PROVIDE AND INSTALL ONE 2 INCH TRENCHED RIGID PVC CONDUIT FOR TELECONMUNICATIONS SUPPORT, VERIFY EXACT REQUIREMENTS WB'H TELECONMUNICATION SERVICES PRIOR TO BIDDING. 7. ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL PUll CORDS IN ALL CONDUITS. 8. SEAL AND REPAIR ANY AND ALL BUILDING pERETRATIONS PRODUCED BY THIS INSTALLATION PER ALL OFFICIAL CODES AND AUTRORllY HAVING JURISDICTION. SYMBOL LEGEND ~ = M~N DISTRIBUTION PANEL ~ = 320 AMP METER SOCKET ~l = BOLLAND POST RxqlJRE (IOOW) [~ = EXISTING POLE TO BE REMOVED = NEW POLE TO BE INSTALLED CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED ~) - ~-- UNNNOWNi VEBJRV ANO MAI~K IN n~ BEFORE ~ DIGGING. m N~ ~EDER TO TO ~m~mNo P~EL mN THE ~GE, SEE B~EUE~ POWER DI~R[B~ON AND CONDU~ RO~INg ~YO~ FOR N~ FE~ER CIRCU~ CONNECTION AND RO~N8 DgAI~. N~ SEPTIC TANK. AND THE GOLF CART CHANGING STATIONS, WHICH ARE POWERED BY AN EXISTING 100 AMP SINGLE PHASE PANEL. THE HIDDEN ONE INDICATES THE UNDERGROUND FEEDER TO THIS PANEL, APPROXIMATELY 17B-FEET IN LENGTH, WHICH MUST REMAIN IN SERVICE THROUGHOUT THE DEMOLITION AND CONSTRUCTION PHASES OF THIS PROJE~, THE FEEDER SHALl. BE DISCONNEOTE. D FROM THE EXISTING SERVICE AND CAREFULLY DISINTERRED FROM THE AREA SURROUNDING THE CLUBHOUSE, PRESERVING THE CONDUCTORS AND CONDUIT, THE FEEDER SHALL THEN BE ROUTED UNDERGROUND AND CONNEGTED TO THE NEW 1DD-AMP TEk(PORABY SERVIOE UNTIL SUCH A TIME THAT IT ~ BE INSTALLED IN AND CONNECTED TO THE NEW 3~ 4DO-AMP SERVICE. 1~ 240/120-VOLT IO0-ANP TEMPORARY ELECTRICAL SERV1CE FOR USE DURING DEMOLmON AND CONSTRUCTION. THE GENERAL CONTRACTOR SHALL ..~ / COORDINATE WITH FISHERS ISLAND ELECTRIC AND THE ELECTRICAL CONTRACTOR REGARDING THE EXACT LOCAllON]/// OF TRE TEMPORARY SERVICE AND SERVICE DROP. / PROVIDE AND INSTALL RETAINING WALL AND SLAB TO / SUPPORT AIR COOLEC CONDENSERS. FABRICATE RETAINING WALL FROM ROUGH-FACED BLOCKS TO DIFFUSE SOUND FROM CONDENSING UNITS. SEE ARCHITEC~JRAL DRAWINGS FOR DETAILS. RVC SCHEDULE AB CONDUIT BELOW THE SLAB FROM )HE HVAC PANEL TO EACH OF THE AIR COOLED CONDENSING ~ / ~ i L UNITS. COORDINATE THE EXACT STUB UP LOCATIONS ~/ ~ UP EXHAUST WITH THE MECHANICAL CONTRAC TOR. /~ \ '~ TO A~IC. TO SE~ E~CTRI~ CO~CTOR SH~ PROVIDE BASEMENT AND INSTALL ONE 2 INCH RIGID PVC ~ -- -- - ~- -- HANDLER SCHEDU'LE 40 CONDUIT IN TRENCH TO SEVEN AIR CONDITIONING CONDENSING UNITS MOUNFJ) ~ ~ i~ UNITS. '1' TELECOMMUNICA]ION ON A i6 BY 8 FOOT PAD, wrTH SUBTERRANEAN POWER, // I \ ~ REQUIR~ENTS. SEE INTERIOR / BELOW CONTROL AND REFRIGERANT LINES, PROTECTED BY ~ J \ SUkB CONDUIT 1BENCH DETAIL FOR MORE 2-INCH, 2-INCH AND THREE 5-INCH RIGID PVC ~ I I INFORM,~TION. SCHESULE 40 CONDUITS RESPECTIVELY. / ~ ~ D I ,, RESPONSIBLE FOR / ANY LOCAL ORINANCES TRAT ABPLY'? / .// ~ 11 m ~_ELECTRICAL CONTRACTOR SHALl. PROVIDE ~ __J p~cD IcNoTDUAI~J.iT. 1 INCH SCHEDULE 40 RIGID / -- ELECTRICAL CONTRACTOR SHALL BOUTE J CONDUIT FROM PULLBOX, PENE'rRATE WALL, ]] /~//~ RUN/UP INSIDE INTERIOR WALL TO S~E / ~- ,,O~nNG s~c. ONTRACTOR SHALL PROVIDE EXISTING POLE WITH SERVICE DROP TO THE EXISTIRG CLUBHOUSE. THE / ELECTRICAL ~ N ~ -- ~AND INSTALLA 12 IN. X 12 I . NEMA oTR, CON CTOR COORD,HATE WITR FISHERS 'SLAND ,R PU OX:AT TH, OC^T,ON. ELECTRIC TO EXTEND THE SECONDARY CONDUCTORS TO THE IO0-ANP ~ TEMPORARY CONSTRUCTION SERVICE AB SHOWN ABOVE. THIS POLE, THE ~ TEMPORARY SERVICE AND ALL ASSOCIATED CONDUCTORS MUST BE BE J REMOVED EROM THE ONCE THE NEW POLE AND UNDEROROUNB ---- ' Ii L ;i'i J '! - NEW POLE WITH NEW 3~ 4CO-AMP SERVICE LATERAL TO THE NEW CLUBHOUSE. THE ELECTRICAL CONTRACTOR SHALL COORDINATE WITH FISHERS ISLAND ELECTRIC TO INSTALL THIS POLE, SEE DETAIL THIS SHEET REOABDING THE NEW POLE AND UNDERGROUND SERVICE ~TERAL INSTAU. ATION. ELECTRICAL CONTRACTOR SHALL PROWDE AND INSTALL GROUNDING ~ ELECTRODES IN THIS LOCATION. SEE GROUNDIHG DETAIL AND I ~- 2-INCH UNDERGROUND WATER SERVICE ENTRANCE POWER DISTRIBUTION RISER ON DRAWING SHEEIS E-il AND E-12 FROM 6-INCH WATER MAIN IN STREET. FOR EXACT SPECIFICATIONS. 3~ ~-WLRE 208Y/120-VOLT 490-AMP ELECTRICAL SERVICE ENTRANCE FROM POLE MOUNTED TRANSFORMER, SECONDAI~( CONDUCTORS SHALL DROP DOWN NEW POLE. SERVICE ENTRANCE CONDUCTORS SHALL BE l~O PARALLELED 3/0 (000) THHN/TRWN CONDUCTORS PER PHASE AND NEUTRAL, PROTECTED BY A ~-INCH RIGID ~ SCHEDULE 40 CONDUIT. SITE UTILITY AND EXTERIOR LIGHTING LAYOUT - SCALE= 1/8' = 1'-0' ~..__..~CONDUIT PROVIDE AND INSTALL UNDERGROUND BED TAPE / ~ ~GROUNDING (MANUFACTURE~ BY SERVICES AND MATERIALS CO.), ' ( ~ CONDUCTOR 12 INCHES BELOW GRADE.t z~ ~::~ LINE CONDUCTOR RNISNED GRANE~ ~ /-BACKRLLED EARTH CONDUCTOR lB: U. 14 N. ~..~.'~ ~ ' /CRUSHED STONE ~/ I I x~SAND PVC CONDUIT. NOTES; L CONTRACTOR SHALL MAINTAIN A CONSTANT TRENCN DD~ITt PER THIS DETAIL 2. PROVIDE AND INSTALL SCNEDULE 40 RIGID RVC CONDUIT FOR THIS INSTALLATION. B. PROVIDE AND INSTALL PULL CORDS IN ALL CONDU~ ~. EACH CONDUIT SHALL RAVE 3 CONDUCTORS, I ONE. ! NEUtral, AND 1 GROUNDING CONDUCTOR, SEE CONDUF~ DETAIL. 5. CONDUCTORS SHALL UE 10 AWG, TRHW, 90', COPPED ~IWANDES CONDUCTORS. SECIION C-C - @[I'E LIGHIING CONDUIT TRENCH DETAIL, NOT TO SCALE 2-INCH CONTROL-WIRE CONDUIT - 2-INCH POWER CONDUIT - l-INCH POLYETHYLENE b°-GAS PIPING BACKRLLED EARTH SAND - 5-INCH REFRIGERANT PIPING CONDUIT SPARE 5-INCH CONDUIT ~8 INCH MINIMUM COVER MAINTAINj 12 INCH CLEARANCE BElWEE~ SMALLER CONDUITS SECTION D-D - UTILITY CONDUIT TRENCH DETAIL, NOT TO SCALE CONDUIT GROUNDING UCTOR EUTRAI PROVIDE AND INSTALL UNDERGROUND RED TAPE ~ ~ CONDUCTORS (MANUFACTURED BY SERVICES AND MATERIALS CO.), ~ PHASE 12 INCHES BELOW GRADE CONDUCTORS , ~ I-- ~ ~- ~CONDUIT TO SUPPORT A 2 PAIR '-ill=: TELECOMMUN,CATIONS LE, \--: I_-I I--_ ONE -,NCN B,O,D RVG SCHEDULE 4o ~ l lz z ~1 ~ CONDUIT POR THE ~ZCTR,~ ~ -~ ~ ~SERVIGE ENTRANCE CONDUCTORS, / -- g i~ CONTAINING EICHT ~/0 (DO0) TRHN / ~ -- ~ ... TOWN CONDUCTORS AND ONE ~2 AND ~RTH-/ BARE COPPER GROUNDING CONDUCTOR. SECTION B-B - INTERIOR / BELOW 8LAB CONDUIT TRENCH DETAIL, NOT TO $OALE DRAWN ~ i APPR. C~L DATE 8EFT~MBER 25, 2000 SCALE A8 NOTED SHEET NO. SU-1 BUILDING SYSTEMS COORDINATION NOTE INSTAU. ATION OF COMPONENTS AND COORDIHATION OF TRADES WILL REQUIRE CAREFUL ATTENTION IN THE BASEMENT CEILING AREA. THE JOISTS RUN NORTHWEST-SOUTHEAST, AND MUCH OF THE SANITARY DRAINAGE PIPING MUST MAKE USE OF THE JOIST BAYS, WHILE MAINTNNING APPROPRIATE SLOPE. IN LOCATIONS WHERE SMALL DIAMETER DRAINAGE PIPE WILL O0 THROUDH A JOIST, FOLLOW THE DIRECTIONS OF THE MANUFACTURER OF THE JOIST FOR PROPER DRILLING. WHEREVER POSSIBLE, DUC'B'VORK WILL ALSO NEED TO BE ROiJTEO UP INSIDE OF JOIST BA~. THOSE DUCTS THAT RUN PERPENDICULAR TO THE JOISTS WIII EITHER BE FASTENED DIRECTLY TO THE BOTTOM OF THE CEIMNG SURFACE AND REMAIN EXPOSED, OR WiLL BE ROgTED THROUGH SOFRTING BUILT FOR THE PURPOSE MOST OF THE UGHTING IN THE BASEMENT WILL BE SURFACE-MOUNTED, AND MINOR DEVIATIONS FROM THE LOCATIONS SHOWN ON THESE PLANS WILL NOT AFFECT PERFORMANCE, AND IS PERMITTED. WE RECOMMEND THAT THE ELECTRICAL CONTRACTOR INSTALL UGHTING IN THE BASEMENT AFTER THE DUCTWORK IS INSTALLE'D, IN ORDER TO AVOID RE-WORK. THE GENERAL CONTRACTOR IS SPECIFICALLY DIRECTED TO OVERSEE COORDINATION OF THE VARIOUS TRADES, AND TO CALL DESIGN LEARNED, INC. (860-889-7078) WiTH ANY QUESTIONS OR SUDGESllONS REGARDING SIGNIFICANT SYSTEM RE-LOCATION OR RE-ROUTINO. ALL DESIDN ELEMENTS, FIXTURES, AND DESIGN DEVlAIIONS SHALL BE SUBMllTED FOR APPROVAL. ELECTRICAL LEGEND INCANDESCENT FlXllJRE W/PROTECTIVE GUARD (lOOW) INCANDESCENT DRUM 0 FIXTURE (150W) A ~ 2 FT. WALL MOUNTED FLUORESCENT C 4 FT. SURFACE MOUNTED ~ FLUORESCENT (8OW) EXTERIOR WALL SCONCE VANDAL PROOF (75W) PLUMBING LEGEND -- DW SANITARY DRAIN/WASTE PIPING I J--J CLSANOUT MECHANICAL LEGEND MVD MANUAL VOLUME CONTROL DAMPER FD F1RE DAMPER  1YPICAL FITTING WITH TURNING VANES [~ SUPPLY DIFFUSER 7] RETURN GRILLE/REGISTER ~ FLOOR GRILLE/REGISTER ' ' GRILLE/REOISIER ' ' SIDEWALL ~ONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED ENSURE THATCLEANOUTSARE ACCESSIBLE FROM BELOW MAINTAIN THE HIGHEST POSSIBLE ELEVATION FOR THIS ORDER TO AVOID THE DUCTWORK MAINTAIN THE HIGHEST POSSlB~ ELEVATION FOR THESE DRAINS, IN ORDER TO AVOID THE DUC~ORK SURFACE-MOUNTED FLUORESCENT UGHTING DRAIN PIPING 1HAT RUNS PARALLEL TO STREET IS TO BE ROUTED UP INSIDE JOIST BAYS AS MUCH AS POSSIBLE. L MAINTAIN THE HIGHEST POSSIBLE ELEVATION FOR THIS DRAIN, IN ORDER TO AVOID THE DUCMORK J THIS MAIN DRAIN PiPE IS TO BE -- INSTALLED BELOW THE JOISTS AND II THE CEIUNG IN THIS ROOM, WITH JJ_~ '_ PERPEMDICULAR DRAIN PIPING CONNECTING ON TOP. Fm REGISTER SERVING ABOVE SURFACE-MOUN~D T UGHTINO DUC~ORK ROLR~D UP RAY DUCTINORK ROUTED UP ___------ ()1 STORAGE #2 BATHPiOr/ © 0 IN JOIST BAY SURFACE-MOUNTED FLUORESCENT UGHTING REGISTER BERING FLOOR ABOVE 0 0 OR'~EF THIS MAIN DRAIN MUST BE BELOW THE CEIUNG AND THE JOISTS, TO MAINTAIN SLOPE. DOWN TO CONECT WiTH q-INCH DRAIN BELOW GRADE MAINTAIN THE HIGHEST POSSIBLE FOR THIS DRAIN, IN ORDER TO AVOID THE DUC1WORK BASEMENT RE'HSIONS DF~,WN PWL J APPR. ~ DATE ~E~'IJ~I~JE~J ~, ~000 SCALE 1/4' - f-O' SHEET NO. BBC-1 BUILDING SERVICES PIPING PART 1 GENERAL 1.1 SUMMARY SECTION INCLUDES PIPE AND PIPE FlarINGS, VALVES, HYDRONIC SPECIALTIES, FILLERS AND CLEANING AND CHEMICAL TREATMENT OF SYSTEMS. 1.2 SUBMIFFALS A. SHOP DRAWINGS: PROVIDE SHOP DRAWINGS FOR ANY DEVIATIONS FROM DESIGN AS WEll AS SPECIFIC INSTALLATION DETAILS AND PLUMBING CONFIGURATIONS AT EQUIPMENT. B. PRODUCT DATA: FOR ALL NEW VALVES, STITCHERS, AND METERS, SUBMIT MANUFACTURERS CATALOGUE INFORMATION. SUBMIT CHEMICAL TREATMENT MATERIALS, CHEMICALS, AND EQUIPMENT. SUBMIT ELECTRICAL CHARACTERISTICS AND CONNECTION REQUIREMENTS. C. MANUFACTURER'S INSTALLATION INSTRUCTIONS: SUBMIT COPIES FOR APPROVAL. D. MANUFACTURER'S CERTIFIOAIE: CERTIFY THAT PRODUCTS MEET OR EXCEED SPECIFIED REQUIREMENTS. 1.3 CLOSEOUT SUBMITTALS k OPERATION AND MAINTENANCE DATA: SUBMIT SPARE pANTS USTS, PROCEDURES, AND TREATMENT PROGBAMS. 1.4 QUAIJ)Y ASSURANCE A. PERFORM WORK IN ACCORDANCE WITH THE CODE OF THE STATE OF NEW YORK. B. MAINTAIN ONE COPY OF RACR DOCUMENT ON SllE. 1.5 WARRANTY A. PROVIDE FIVE YEAR MANUFACTURER WARRAN]Y FOR WATER HEALERS. PART 2 PRODUCTS - ANY PIPINg MEEIlNG STANDARDS BELOW; SUBMIT FOR APPROVAL 2.1 SANITARY SEWER PIPING, BURIED AND ABOVE GRADE K CAST IRON PIPE: ASTM A74, SERVICE WEIGHT, WITH NEOPRENE GASKETS OR LEAD AND OAKUM JOINTS. B. CAST IRON PIPE: CISPI 301, HUBLESS, SERVICE WEIGHT, WRH NEOPRENE GASKETS AND STAINLESS STEEL CLAMPS. 2.2 WATER PIPING, BURIED A. COPPER TUBING: ASlM BA2, ANNEALED WITHOUT FITTINGS. 2.3 WATER PPING, ABOVE GRADE A, COPPER TUBINg: ASTM BBB, ]TPE L, HARD DRAWN, WITH CAST BRASS OR WROUGHT COPPER FRT]NGS AND GRADE 95TA SOLDER JOINTS. 2.4 STORM WATER PIPING, BURIED AND ABOVE GRADE A. CAST IRON PIPE: ASTM A74 SERVICE WEIGHT WITH NEOPRENE OASKE'TS OR LEAD AND OAKUM. B. CAST IRON PIPE: CISPI 301, HUBLEES, SERVICE WEIGHT WRY-: NEOPRENE OASKEIS AND STAINLESS ~ CLAMPS. C. COPPER PIPE: ASH BBO6, ~YPE DWV WITH CAST BRONZE OR WROUGHT COPPER FITRNDS AND GRADE 50B SOLDER JOINTS. 2.5 NATURAL OAS PIPING, BURIED A, STEEL PIPE'. ASTM A53, SCHEDULE ~0 BLACK WITH POLYETHYLENE JACKET AND WELDED JOINTS. 2.6 NATHRAL GAS PIPING, ABOVE GRADE k SIEEL PIPE: ASTM A53, SCHEDULE 40 BLACK, WITH MALLEABLE IRON OR FORGED STEEL FiTFINGS, SCREWED OR WELDED. B, COPPER TUBING: ASTM B88, ~PE L, ANNEALED WiTH WROUGHT COPPER FIFRNGS AND COMPRESSION JOINTS, 2,7 FLANGES, UNIONS, AND COUPLINGS k PIPE SIZE 2 INCHES AND UNDER: MALLEABLE IRON UNIONS FOR THREADED FERROUS PiPINg; BRONZE UNIONS FOR COPPER PIPE, SOLDERED JOINTS. B. PIPE SIZE OVER 2 INCHES: FORGED STEEL FLANGES FOR FERROUS PIPING; BRONZE FLANGES FOR COPPER PIPING; PREFORMED NEOPRENE GASKETS. 2.8 VALVES ~ MANUFACTURERS: SUBMIT FOR APPROVAL. D. PROVIDE MATERIALS IN ACCORDANCE THE CODE OF THE STATE OF NEW YORK. C. GAlE VALVES: 1. UP TO 2 INCHES: BRONZE BODY, BRONZE TRIM, NON-RISINg STEM, HAND WHEEL INSIDE SCREW, DDUBLE WEDGE DISC, SOLDERED OR THREADED. 2. OVER 2 INCHES: IRON BODY, BRONZE TRIM, RISING STEM, HAND WHEEL, OS&Y, SOUD WEDGE, FLANGED OR GROOVED E~DS. D. gLOBE VALVES: 1. UP TO 2 INCHES: BRONZE BODY, BRONZE TRIM, RISING STEM AND HAND WHEEL, INSIDE SCREW, RENEWABLE COMPOSIITON DISC, SOLDER OR THREADED ENDS, WITH BACKSEATING RAPAClIY. 2. OVER 2 INCHES; IRON BODY, BRONZE TRIM, RISING STEM, HAND WHEEL, OS&Y, PLUg TYPE DISC, FLANGED ENDS, RENEWABLE SEAT AND DISC. E. BALL VALVES: 1. UP TO 2 INCHES; BRONZE OR STAINLESS STEEL ONE PIECE BODY, CHROME PLATED BRASS BALL. TEFLON SEATS AND STUFFING BOX RING, LEVER HANDLE, SOLDER OR THREADED ENDS. 2. OVER 2 INCHES: CAST STEEL FLANGED BODY, CHROME PLATED STEEL BALL, TEFLON SEAT AND SllJFF1NG BOX SEALS AND LEVER HANDLE. F. SWING CHECK VALVES; 1, UP TO 2 INCHES; BRONZB BODY AND SWING DISC, SOLDER OR THREADED ENDS, 2, OVER 2 INCHES: IRON BODY, BRONZE TRIM, SWING DISC, RENEWABLE DISC AND SEAT, FLANGED EROS. G, SPRINg LOADED CHECK VALVES: 1. IRON BODY, BRONZE TRIM WITH THREADED, WAFER OR FLANGED ENDS AND STAINLESS STEEL SPRING WITH RENEWABLE COMPOSIITON DISC H. RELIEF VALVES: 1. BRONZE BODY, TEFLON SEAT, STAINLESS STEEL STEM AND SPRINGS, AUTOMATIC, D~RECT PRESSURE ACTUAlED CAPACmES ASME CERTIFIED AND LABELED. 2.9 FLOOR DP~JNS A. MANUFACTURERS: 1. ZURN, AS SPECIFIED ON DRAWINGS, 2. SUBSTITUTIONS: PERMRTED, SUBMIT FOR APPROVAL D. PROVIDE MATERIALS IN ACCORDANCE WTH THE CODE OF THE STATE OF NEW YORK. CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED 2.10 OIL/SEDIMENT INTERCEPTORS A: MANUFACTHRERS: 1. ZURN, AS SPECIFIED ON DRAWINGS. 2. SUBSTITUTIONS: PERMilI~, SUBMIT FOR APPROVAL B. PROVIDE MATERIALS IN ACCORDANCE WITH THE CODE OF THE STALE OF NEW YORK. 2.11 CLEANOUTS A. MANUFACTURERS: 1. ZURN 2. SUBSTTTUTIONS: PERMmlTED, SUBMIT FOR APPROVAL B. PROVIDE MAlERIALS rN ACCORDANCE WITH THE CODE OF TIlE STATE OF NEW YORK. 2.12 WATER HAMMER ARRESTORS A, MANUFACTURERS: 1. WAITS REGULATOR, AS SPECIFIED ON THE DRAWINDS 2. SUBSTITUTIONS: PERMFITED, SUBMIT FOR APPROVAL 2.13 HOSE BlOBS/HYDRANTS A, MANUFACTURERS: 1. WA1TS REGULATOR, AS SPECIFIED ON DRAWlNDS, 2. SUBSTIIT)TIONS: PERMll'FED, SUBMIT FOR APPROVAL B. PROVIDE MATERIALS IN ACCORDANCE WRH THE CODE OP THE STATE OF NEW YORK. 2.14 STRAINERS A. MANUFACTURERS: 1. WAllS REGULATOR, AS SPEDIFIED ON DHAWINGS. 2. SUBSTITHllONS: PERMllTED, SUBMIT FOR APPROVAL B. PROVIDE MATERIALS IN ACCORDANCE WITH THE CODE OF THE STATE OF NEW YORK. pART 3 EXECUTION ;5.1 INSTALLATION A. INSTALL WORK IH ACCORDANCE WITH THE CODE OF THE STATE OF NEW YORK. B. ROUTE PIPING IN ORDERLY MANNER, PLUMB AND PARALLEL TO BUILDING STRUCTURE, AND MAINTAIN GRADIENT. INSTALL PIPING TO CONSERVE BUILDING SPACE, AND NOT INTERFERE WITH USE OF SPACE AND OTHER WORK. GROUP PIPING WHENEVER PRACTICAL AT COMMON ELEVATIONS. C. INSTALL PIPING TO ALLOW FOR EXPANSION AND CONTRACTION WITHOUT STRESSING PIPE, JOINTS, OR CONNECTED EQUIPMENT. D. PROVIDE CLEARANCE FOR INSTALLATION OF INSULATION, AND ACCESS TO VALVES AND FlarINGS, E. SLOPE PIPING AND ARRANGE SYSTEMS TO DRAIN AT LOW POINTS. F. INSTALL SPECIALTIES AND EQUIPMENT. O. PROVIDE MANUAL AIR VENTS AT SYSTEM HIGH POINTS. 3.2 APPLICATION A. INSTALL UNIONS DOWNSTREAM OF VALVES AND AT EQUIPMENT OR APPARATUS CONNECTIONS. B. INSTALL BALL VALVES FOR SHUT-OFF AND TO ISOLATE EQUIPMENT, PART OF SYSTEMS, OR VERTICAL RISERS. C. INSTALL RAIl VALVES FOR THROTHJNG, BYPASS, OR MANUAL FLOW CONTROL SERVICES. O. PROVIDE SPRING LOA~ED CHECK VALVES ON DISDNARgE OF CONDENSER WATER PUMPS. 3.3 CLEANING SEQUENCE A. AFTER COMPLETION, FIll, START, AND VENT PRIOR TO CLEANING, PLACE TERMINAL CONTROL VALVES IN OPEN PosmoN DURING CLEANINg. B. ADD CLEANER TO CLOSED SYSTEMS AT CONCENTRATION AS RECOMMENDED BY MANUFACTURER. C. FLUSH OPEN SYSTEMS WITH CLEAR WATER FOR ONE-HOUR MINIMUM, DHA]N COMPLErELY AND REFIll D, REMOVE, CLEAN, AND REPLACE S]RAINER SCREENS, INSPECT, REMOVE SLUDGE, AND FLUSH LOW POINTS WITH CLEAN WAIER AFTER CLEANING PROCESS IS COMPLFIED. INCLUDE DISASSEMBLY OF COMPONENTS AS REQUIRED. END OF SECTION PLUMBING FIXqlJRES AND EQUIPMENT PART 1 GENERAL 1.1 SUMMARY A. SECTION INCLUDES PLUMBING SPECIALTIES, PLUMBING FINTURES AND PLUMBING EQUIPMENT. 1.2 SUBMrlTALS A. PRODUCT DATA: SUBMIT MANUFACTURER'S UTERATURE FOR PLUMBING VALVES SPECIALTIES, FIXTURES, AND EQUIPMENT. 1.3 CLOSEDNT SUBMITTALS A. OPERATION AND MAINIENANCE DATA: SUBMIT UTERATURE AND PARTS LIST, AND PROVIDE OWNER WITH TWO COPIES OF EACH DOCUMENT FOR BACH COMPONENT. 1.4 QUALDY ASSURANCE A. PERFORM WORK IN ACCORDANCE WITH THE CODE OF THE STALE OF NEW YORK. 1.5 WARRAN1Y A: PROVIDE FIVE yEAR MANUFACTURER WARRANTIES FOR ELECTHIC WATER COOLER COMPRESSOR AND WATER HEALERS, PART 2 PRODUCTS 2.1 PLUMBIND FIXTURES A: MANUFACTURERS: 1. AMERICAN STANDARD PLUMBING, AS SPECIFIED ON DRAWINGS. 2, TRUEBRO, AS SPECIFIED ON DRAWINGS. 3. SUBSTITUTIONS: PERMITrED, SUBMIT FOR APPROVAL 2.2 TANK 17PR WATER CLOSETS A: MANUFACTURERS: 1. AMERICAN STANDARD PLUMBING, AS SPECIFIED ON DRAWINGS. 2. SUBSTrrU~ONS: PERMRTED, SUBMIT FOR APPROVAL. 2.3 WALL HUNG URINALS A: MANUFACTURERS: 1, AMERICAN STANDARD PLUMBING, AS SPECIFIED ON DRAWINGS. 2. SUBSTITUTIONS: PERMITfED, SUBMIT FOR APPROVAL. 2.4 LAVATORIES A. MANUFACTURERS: 1, AMERICAN STANDARD PLUMBING, AS SPECIRED ON DRAWINGS. 2. SUBSTITUTIONS: PERMI'FrED, SUBMIT FOR APPROVAL 2.5 SINKS A. MANUFACTURERS; 1. ELKAY, AS SPECIFIED ON DRAWINGS. 2. AMERICAN STANDARD PLUMB[ND, AS SPECIFIED ON DRAWINGS. 3. BUBSTITNTIONS: PERMllTED, SUBMIT FOR APPROVAL 2.6 BATHTUBS A: MANUFACTURERS: 1. AMERICAN STANDARD PLUMBING, AS SPECIFIED ON DRAWINGS. 2. SUBSTITUTIONS: PERMll~ED, SUBMIT POR APPROVAL. 2.7 SHOWERS MANUFACTURERS: 1, AMERIRAN STANDARD PLUMBING, AS SPECIFIED ON DRAWINGS. 2. SUBSllTUTIONS: PE~tMrFrED, SUBMIT FOR APPROVAL 2.B ELECTRIC WATER COOLERS A. MANUFACTURERS: 1. ELK, AY, AS SPBCIF1ED ON DRAWINGS, 2. SUBSTITI.rDONS: PERMRT]~D, SUBMIT FOR APPROVAL 2.9 SE]~/ICE SINKS A: MANURACTURERS: 1. AMERICAN STANDARD PLUMBING, AS SPECIRED ON DRAWINGS. 2. SUBSDTUTIONS: PERMITTED, SUBMIT FOR APPROVAL · 10 RESIDENTIAL GAS WATER HEATERS A. MANUFACTURERS: 1. A,O. SMITH, AS SPECIRED ON DRAWINGS. 2. SUBSTITUDONS: NOT PERMDTED. PART ;5 EXECUTION 3.1 EXAMIHATION A. VERIFY ADJACENT CONSTRUCTION IS READY TO RECEIVE ROUGH-IN WORK OF THIS SECTION. B. REVIEW MIL_WORK SHOP DRAWINGS. CONFIRM LOCATION AND SIZE OF FIXTURES AND OPENINGS BEFORE ROUGH IN AND INSTALLATION. C. COORDINATE CD]TING OR FORMING OF ROOF OR FLOOR CONS~UCTION TO RECEIVE DRAINS TO REQUIRED INVERT ELEVATIONS. 3.2 PREPARATION A: REAM PIPE AND TUBE ENDS. REMOVE BURRS. B. REMOVE SCALE AND DIRT, ON INSIDE AND OUTSIDE PIPING BEFORE ASSEMBLY. C. PREPARE PIPING CONNEDTIONS TO EQUIPMENT WITH FLANGES OR UNIONS. 3.t INSTALLATION A: INSTALL WORK IN ACCORDANCE WITH THE CODE OF THE STATE OF NEW YORK. B. PROVIDE DIELECTRIC CONNECTIONS WHEREVER JOIHTINg DISSIMILAR METALS, C. INSTALL PIPINg TO CONSERVE BUILDING SPACE AND NOT INTERFERE WiTH USE OF SPACE. GROUP PIPING WHENEVER PRACTICAL AT COMMON ELEVATIONS. D. INSTALL PIPING TO ALLOW FOR EXPANSION AND CONTRACTION WITHOUT STRESSINg PIPE, JOINTS, OR CONNECTED EQUIPMENT. E. PROVIDE CLEN~ANCE FOR INSTALLATION OF INSULATION AND ADCESS TO VALVES AND FTFrlNCS. F. SLOPE WATER PIPINg AND ARRANGE TO DRAIN AT LOW POINTS, G. INSTALL BELL AND SPIGOT PIPE WiTH BELL END UPSTREAM. N. EXTEND CLEANOUTS TO FINISHED FLOOR OR WALL SURFACE. £UBRICAlE THREADED CLEANOUT PLUGS WITH MIXTURE OF gRAPHITE AND UNSEED 01/ ENSURE CLEARANCE AT CLRANOUT FOR RODDINg OF DRAINAGE SYSTEM. I. INSTALL WATER HAMMER ARRESTORS COMPLETE WiTH ACCESSIBLE ISOLATION VALVE, J. INSTALL EACH FIXTURE WITH CHROME PLATED RIGID OR FLEXIBLE SUPPUES WITH SCREWDRIVER STOPS, REDUCERS, AND ESCUTCHEONS. K. ADJUST STOPS OR VALVES FOR INTENDED WATER FLOW RATE TO FIXTURES WITHOUT SPLASHING, NOISE, OR OVERFLOW. L INSTALL WATER HEALERS IN ACCORDANCE TO UL REQUIREMENTS. COORDINATE WITH PLUMBING PIPINg AND RELATED FUEL PIPING, GAS VENllNG, AND ELECTRICAL WORK TO ACHIEVE OPERATING SYSTEM. 3.4 DISINFECTION OF DOMESllC WATER PIPING SYSTEM A: COMPLY WITR CODES, RULES, AND REGULATIONS OF THE STATE OF NEW YORK, TmTLD g, EXCUTIVE (Bi, PART 650, SUBCHAPTER B, ARTICLE 902,11. 35 SERVICE CONNECTIONS A: PROVIDE NEW SANITARY SEWER SERVICES. BEFORE COMMENCINg WORK CHECK INVERT ELEVATIONS REQUIRED FOR SEWER CONNECTIONS, CONFIRM INVERTS AND ENSURE THAT THESE CAN BE PROPERLY CONNECTED WITH SLOPE FOR DRAINAGE AND COVER TO AVOID FREEZING. B, PROVIDE NEW WATER SERVICE COMPLETE WFrH WATER MElER V/ITH BY-PASS VALVES. PROVIDE SLE~E AROUND SERVICE MAIN TO 3 INCHES ABOVE FLOOR AND 3 FEET MINIMUM BELOW GRADE. t~,ID OF SECTION PLUMBING SCOPE-OF-WORK DRAWINGS P-1 THROUGH P-8 ARE THE PLUMBINg SYSTEM DESIGN FOR THE HAY HARBOR GOLF CLUBHOUSE IN HAY HARBOR, NY, THIS SCOPE-OF-WORK IS PROVIDED AS A GENERAL GUIDE, THE PLUMBING CONTRACTOR IS TO READ AND UNDERSTAND THIS FIRST. THESE PLUMBING DESIGN DRAWINGS ARE NECESSARILY SOMEWHAT SCHEMATIC, THEREFORE THE INSTALLING CONTRACTOR MAY NEED TO ADJUST THE, ROUTING OF PIPINg, AND MUST BE VERY CANEF1JL TO COORDINAIE WITH OTHER TRADES, PLUMBING CONTRACTOR SHALL CONTACT DESIGN LEARNED, lNG. WITH iANY QUESITONS REGARDiNg ITEMS WHICH ARE TO BE INCLUDED OR EXCLUDED IN THE CONSTRUCTION. PLUMBING CONTRACTOR SHALL PROVIDE AND INSTALL ALL QF THE PLUMBING EQUIPMENT AND FIXTURES INDICAIED IR THIS SCOPE, ON THE DRAWIRCS, AND IN THE SPECIFICATIONS, UNLESS OTHERWISE INDIOAIED. PLUMBING CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR READING AND UNDERSTANDING ALL ARCHITECTURAL, PLUMBING, MECHANICA~ AND ELECTRICAL DRAWINGS PRIOR TO BIDDING AND COMMENCING WORK. ANY QUESTIONS OR SUGGESIlONS FOR ALTERATION TO THIS DESIGN ARE TO BE DIRECTED TO THE ENGINEER, DESIGN LEARNED, INC. (860) 889-707B. THIS PROJECT INCLUDES REMOVAL AND TERMINATION OF THE EXISTING WATER MAIN SERVING THIS BUILDING, AND THE INSTALLATION OF A NEW, RELOCATED 2-INCH WATER SERVICE FROM THO 6-INCH MAIN IN THE STREET. THE PLUMBING CONTRACTOR WiLL THEN PROVIDE AND INSTALL ALL NEW FIXTURES, VALVES, SUPPLY PIPING, AND DRAiN/WASTE/VENT PIPIND TO THIRTEEN NEW BATHROOMS, AS WELL AS TO DISHWASHERS AND SINKS IN THREE NEW KITCBEN AREAS. i ALSO, THE BASEMENT WILL NAVE LAUNDRY FACIUTIES, AND ALL SANITARY DRAINAGE WILL BE ROUTED TO A NEW SEPTIC TANK. THE HOT WATER WILL BE GENERATED IN THE RASEMENT UECHANIRAL ROOM wrTH TWo HIGH-EFFICIENCY GAS-FIRED WATER HEATERS, AND WILL BE PLUMBED THROUGHOUT THE BUILDING. SANITARY DRNHAGE AND VENTING Will REQUIRE CAREFUL ATTENTION TO WAU. LDOATIONS BED~VEEN FLOORS. DRAINAGE FOR THE SECOND FLOOR BATHROOMS WILL BE COLLECTED AT TWO LOCATIONS AND THEN ROUTED VERTICALLY DOWN TO THE BASEMENT CEIUNG, THEN OVER TO CONNECT WITH THE FIRST FLOOR DRAIN PIPING. ALL FIRST FLOOR DRAIN PIPING WILL BE ROUTED ALONG THE CEIUND OF THE BASEMENT, THEN IT WILL COLLECT IN A RISER ON THE BACK WALL OF THE MECHANICAL ROOM. ALL PIPING DRAINING THE BASEMENT PLUMBING RNTURES SHALL BE ROUTED BELOW THE NEW BASEMENT SLAB. ALL VENT DISCHARGES THROUGH -HE ROOF SHALL BE NEAT AND NOT VISIBLE FROM THE FRONT OF THE BUILDING. GANG VENTS TOGETHER ABOVE CEIUNGS AS MUCH AS POSSIBLE. ALL DRAIN PIPING IS TO BE SLOPED AS FOllOWS: ALE DRAIN PIPE 2-1/2 INCHES IN DIAMETER OR LESS SHALE BE SLOPED A MINIMUM OF 1/4 iNCH PER FOOT, AND ALL DRAIN PIPE BETWEEN 3 AND 6 INCHES IN DIAMETER SHALE BE SLOPED A MINIMUM OF 1/8 INCH PER FOOT. pLEASE REVIEW MECHANICAL DRAWINGS FOR COORDINATION WITH DUCTWORK. INDIVIDUAL SUPPLY TERMINATIONS MAY BE 1/2 INCH COPPER (MINIMUM), ALL OTHER PIPING IS SIZED ON THE DRAWINGS. ALL NEW SUPPLY PIPIND (BOTH ROT AND COLD) SHALL BE CAREFULLY AND COMPLETELY INSULATED IN ALL LOCATIONS WITHOUT EXCEPTION, WFFH 1/2 INCH THICK ARMSTRONG AP ARMAFLEX, OR EQUIVALENT, SUEMIT FOR APPROVAL. ALL FIXTURES, VALVES, AND PIPING SHALL BE NEW, USTED PROBUCTS. THE PLUMBING COifPRACTOR SHALL SUDMIT MANUFACTURER'S CUT SHEETS FOR ALL FIXTURES AND EQUIPMENT TO DESIGN LEARNED, INC. FOR APPROVAL THE PLUMBINg CONTRACTOR SHAll PROVIDE ALL FIXTURES, PIPIND, FITEIN¢~, ACCESSORIES, AND INSTALLATIONS TO CREATE NEAT, OPERATINg SYSTEMS ACCEPTABLE TO THE ENGINEER AND TO LOCAL AUTHORITIES HAVING JURISDICTION. BEFORE CONSTRUCTION BEGINS, THE PLUMBING CONTRACTOR IS RESPONSIBLE FOR SECURING AND PAYING FOR ALL PERMITS NECESSARY TO COMPLETE THIS INSTALLATION, AND FOR CONTACTINg THE LOCAL WATER COMPANY IN ORDER TO UNDERSTAND THEIR REQUIREMENTS. 11 DATE SEPTEMBER 25, '2000 SC^L NO SC;ALE SHEET NO. P-1 NOTES: 1. THE ROUTING OF PIPING SHOWN ON THIS DRAWING IS NECESSARILY SOMEWHAT SCHEMATIC. THE PLUMBINQ CONTRACTOR NAY ALTER THE ROUTINg OF PIPING TO ACCOMMODATE THE STRUCTURE AND OTHER TRADES. PROWDE SHOP DRAWINGS OF ANY DEVIATIONS FROM DESIGN, 2. ALL SUPPLY PIPIND SHALL BE INSULATED WITH 1/2 INCH OF ARMSTRONG AR AREAFUEX PiPiNG INSULATION OR EQUIVALENT. ADDITIONALLY. ALL FOTINOS AND VALVES SHAD_ BE INSULATED IN AN APPROVED RANNER. 3. ALL PIPE INSULATION SEATIS SHALL BE TAPED AND SEALED. CONTRACTOR SHALL CAREFULLY INSTALL INSULATION TO ENSURE A NEAT APPEARANCE. 4. THE PLUMBINO CONTRACTOR SHALL PROVIDE AND INSTALL A FULL OPEN GATE VALVE AT EACH LEVEL IN EACH SUPPLY RISER. ADDITIONALLY, A SILL COCK SHALL BE INSTALLED DOWNSTREAM OF EACH OF THESE VALVES FOR pARTIAL SYSTEM DRAIN-DOWN. 5. EACH SUPPLY PIPE TO EACH FIXllJRE OR PIECE OF EQUIPMENT SHALL HAVE A SHUT OFF VALVE AND A UNION BE~VEEN THE VALVE AND THE EQUIPMENT. 6. PLUMBING CONTRACTORS SHALL BE RESPONSIBLE FOR READING THE PLUMBING SPEClFlCAllONS AND SHALL REVIEW NTE ENTIRE DRAWING SEI' FOR COOROINAllON ISSUES WITH THE OTHER TRADES. 7. REFER TO SHEET P-4 FDR EOUIPMEWT SCHEDULE. 8. ALL A.D.A COMPLIANT LAVATORY PIPIND SHALL BE INSULATED WITH TRUEBRO HANDI LAV-DUARO INSULATION KITS, OR EQUIVALENT, SUBMIT FOR APPROVAL. 9. PROVIDE 12 IN. x 12 IN. ACCESS PANELS TO ACCESS SHUT-OFF VALVES AT ANY LOCATION THAT IS OTHERWISE INACCESSIBLE. 10. ALL WATER HAMMER ARRESTORS SHALL BE INSTALLED BELOW CABINETS, OR IN ALTERNATE ACCESSIBLE LOCATIONS TO MINIMIZE RISK TO EQUIPMENT. 11, SUPPORT 2-INCH OR LANGER HORIZONTAL COPPER PIPE EVERY § Fl., ~ERY § Fl. FOR SMALLER PIPE. 12. UPON COMPLETION OF THE INSTALLATION OF THE PLUMBINg SYSTEM, ~T SHALL BE FLUSHED IN ACCORDANCE WITH NEW YORK STATE CODE SECTION 902.11. NEW 2-INCH DOMESTIC SUPPLY. TAP FOR TRAP SUBMIT NANUFACllJRER'S DATA SHEETS FOR ALL PARTS TO ENDINEER'S OFFICE FOR APPROVAL, PRIOR TO PURCHASE. PRIMER SUPPLY y CONCRETE SLAB -] NEW SUPPLY TO RISE UP THROUGH FLOOR. SLEEVE AND CAULK PENETRATION TO CREATE WATERPROOF SEAl. NOTES: 1. AIL SLAB PENETRATIONS, PIPING, AND VALVING SHOWN SHALL BE LOCATED IN THE MECHANICAl. ROOM. 2. FINAL ORIENTATION OF COMPONENTS MAY VARY TO ACCOMMODATE CONDmONS. SUBMIT SHOP DRAWINGS FOR APPROVAL. GATE VALVE III CHECK VALVE (~) UNION WATER METE~ O-INCH MAIN IN STREST. (N-LINE STRAINER SLEEVE DOMESTIC WATER SUPPLY METER SCHEMATIC - NO SCALE CONTRACTORS COPYRIGHT © 2000, DESIGN I.EARNED INCORPORATED NEW 2-INCH WATER MAIN NEW CURB VALVE. I lg I 11 IMPORTANT NOTE ALL PIPINg SHOWN ON SHEETS P-2 AND P-3, EXCEPT TRAP PRIMER SUPPLY AND THE 2-INCH MAIN, IS TO BE INSTALLED AT THE LEVEL OF THE CEIUNG OF THE BASEMENT. THIS SUPPLY PIPING NEIWORK IS DESlBNEI) TO DIRECTLY SERVE BOTH THE BASEMENT AND THE RRST FLOOR, WITH 1WO ADDITIONAL RISERS GOING UP TO SERVE THE SECOND FLOOR BAll~ROOMS. FOR CLANllY, SOME SUPPLY PIPINg IS SHOWN OVERLAID ON THE BASEMENT AND FIRST FLOOR PLANS. I~SPECTIVELY. THESE VIEWS REPRESENT THE SAME GENERAL PIPING SYS1EM. PLUMBING SYMBOL LEGEND DOMESTIC COLD WATER SUPPLY (~) WATER METER DOMESTIC HOT WATER SUPPLY ~ SIRAINER --TPS TRAP PRIMER SUPPLY PiPiNG /1 KEYED FROSTPROOF HOSEBIBB DW SANITARy DRAIN/WASTE PIPINO ~ FLOOR DRAIN ....... SANITARy VENT PIPING I H CLEANOMT ~ CATE VALVE Q J FLOOR CLEANOUT, OR TO GRADE ~xl CHECK VALVE ~ WATER HAMMER ARRESTOR ~ INDOOR HOSEBIBB W/ VACUUM BREAKER Q RXTURE I.D. TAG SEE SHEET p-4 FOR EQUIPMENT SCHEDULE SOFFIT ,HEELCHAIR LIF~ 1-1/4 INCH COLD SUPPLY PIPE UP TO SERVE SECOND FLOOR BATHROOMS l-INCH HOT SUPPLY PIPE UP TO SERVE SECOND FLOOR BATHROOMS 3/4 INCH ALL TRAP PRIMER PIPING IS TO BE 1/2 INCH COPPER, STOF~GE #1~ INSTALLED UNDER THE SLAB 1-1/4 INCH I INCH lINCH 1-1/4 INCH 1 INCH 1 INCH 3/4 INCH 2-1NCI~NPPLY MAIN TO RISE UP IN' OF--THE-NEW-YOR ~OODE. E EC PIC L CLOSET 1/2 INCH TAP INTO SUPPLY MAIN HERE FOR TRAP PRIMER SYSTEM, THEN DROP DOWN BELOW SLAB FOR DISTRIBUTION, SEE METAL SHEET P-2. I I I I I 'T' 1-I/2 INCH 1-1/2 INCH 2 INCH 1/2 INCH TO HOSEDIBBS linCH 1/2 INCH DISHWASHER 1 INCH BAG PC'C,!' RAMP IJF DRIER DRYEP 1-1/2 INCH 1/2 INCH UP TO ICEMANER BASEMENT DATE ,,~EPTEMBE~ 25, 2000 SCAL~ 1/4' - 1'-0' SHEET NO. P-2 IMPORTANT NOTE ALL PIPING SHOWN OH SHEETS P-2 AND P-5, EXCERT TRAP PRIMER SUPPLY AND THE 2-INCH MNN, IS TO BE INSTALLED AT THE I.RVEL OF THE CEIENG OF THE BAS~ENT. THIS SUPPLY PIPING NE'D~ORK IS DESIGNED TO D~RECTLY SERVE BOTH THE BASEMENT AND THE FIRST FLOOR, WITH ~0 ADDITIONAL RISERS GOING UP FO SERVE THE SECOND FLOOR BATHROOMS. FOR C~RrlY, SOME SUPPLY PIPING IS SHOWN OVERLAID ON THE BASEMENT AND FIRST FLOOR PLANS, RESPECTIVELY. 1EIESE VIEWS REPRESENT THE SAME GENERAL PIPING SYSTEM. CONSULT WITH OWNER AND ARCHITECT FOR ALL KITCHEN EQUIPMENT SPECIFI~TIONS, DOMESTIC COLD PRECISION PLUMBING PRODUCTS TRAP PRIMER WATER SUPPLY ,~ MODEL: PO-500 (1/2 IN. NTP CONNECTIONS) v 1/2 IN. COPPER SUPPLY PIPING TO FLOOR DRAIN TRAP PRIMER CONHEClION, SLAB TRAP PRIMER CONNECTION SANITARY DENN PIPE NO SCALE TRAP PRIMER AND FLOOR DRAIN DETAIL PLUMBING SYMBOL LEGEND DOMESTIC COLD WATER SUPPLY ~ WATER ME~R DOMESTIC HOT WATER SUPPLY I~1 SIRAINER ~S-- TRAP PRIMER SUPPLY PIPING /1 NE(ED FROSTPROOF HOSEBIBB -- DW SANITARY DRNN/WASTE PIPING r~] FLOOR DRAIN ....... SANITARY VENT PIPING I J--] CLEANOUT [~ GATE VALVE ~ FLOOR CLEANOL~, OR TO GRADE T'-J CHECK VALVE ~ WATER HAMMER ARRESTOR [~ INDOOR HOSEBIBB W/ VACUUM BREAKER Q FIXTURE I.D. TAG CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED 1/ SEE SHEET P-4 FOR EQUIPMENT SCHEDULE 3/4 INCH 1 OFFICE I INCH PPO SHOP DN UP WALKWAY UP REF 1 INCH RET - 1 INCH INCH ', / DOWN TOSERVE BASEMENT BATHROOMS l-INCH HOT SUPPLY PIPE UP TO SERVE SECOND FLOOR BATHROOMS 1-1/4 INCH COLD SUPPLY PIPE UP TO SERVE SECOND FLOOR BATHROOMS $/4 INCH 1-1/4 INCH INCH 3/8 INCH L l-INCH HOT SUPPLY PIPE UP TO SERVE FLOOR BATHROOMS COMPIOIJ "PEA I t k I 1/2 INCH KITCHEN INCH 1-1/4 INCH ~// 1 INCH 3/4 INCH 3/4 INCH ,,, /,, iCH' 2-INCH UP FROM SUPPLY MAIN 1-1/¢ INCH COLD SUPPLY uP TO SERVE SECOND FLOOR BATHROOMS DOWN TO SERVE BASEMENT BATHROOMS 3/4- INCH 1 INCH 1 INCH 1 INCH DINING/JW,I£ EECK FEF 1/2 INCH --~ ~I''Z-~ I OVER 3/4 INCH SUPPLIES TO SERVE LAUNDRY AREA. UP FROM WATER HEATERS BELOW 2 INCH 0 'O 0 ,_2 :CPETE CUFS PORCH DN FIRST FLOOR g DRAWN PWL I APPR. C~L DAm[ SEPTEMBER 25, 2000 SCAL~ 1/4" - 1'-0' SHEET NO. 1 I g PLUMBING FIXTURE SCHEDULE I.D.IQ~ DESCRIPTION OF' ITEM MANUFACTURER MODEL NUMBER COLD FUs HOT FUs DP~AIN FUs TOTAL FUs COLD CONN. HOT CONN. DRAIN CONN. VOLTS AMPS WAITS DIMENSIONS WEIGHT COLOR NOTES 1 10 FLOOR DRAIN ZURN ZB-415-BNH-BB-P $ 5 1/2 INCH 3 INCH 5 IN, D~A X 8 IN. H 12 InS BRONZE 5q~AJNEE ORDER WITH 1/2 INCH ~ PRIMER CONNECTION 2 6 WATER CLOSET ~E~IC~N STANDARD CADET II EL 1.6, MODEL 2174.159 5 4 5 1/2 INCH 4 INCH 3OH X 19W x 5OD 75 LES WHITE ORDER ~ MODEL 5524.010 SEAT 3 15 COUNTERTOP LAVATORY N~IEEICAN STANDARD ADUAKYN, MODEL 0475.020 1.5 1.5 1 2 1/2 INCH 1/2 INCH 1-1/4 INCH 20i x 170 x 8H 25 LES WHITE ORDER wi{ MODEL ~801.542.002 FAUCET BP, ASS, WITH HANDLES 4 22 WATER HAMMER ANRESTOR WAT[S REGULATOR SERIES 05 1/2 INCH 1 IN. DIA. x GH 1 LE BRONZE/BRAES INSTALL BELOW LAVATORIES AND SINKS 5 A WATER CLOSET AM~ICAN STANDARD CADET 17'H EL 1.6, MODEL 2168.100 5 4 5 1/2 INCH 4. INCH 31H X 21W x 320 75 LES WHITE ORDER ~ MODEL 5324.019 SEAT 6 1 OIL/SEDIMENT INTERCEPTOR ZURN MODEL Z-11Bg 3 1/2 INCH 2 INCH 18L x 12W x 150 75 LES GREY SIZE 12, INSTALL WITH TRAP PRIMER 7 2 HOSE BBB WATIS REGULATOR MODEL SC-3 1/2 INCH 2W x 3H 1 LE BRONZE MOUNT SECURELY ON WALL OR STRUCTURE 8 2 SFJ~ICE SINK DRAINS ELY, AY MODEL U(-1B-6 2 INCH EACH 4-1/2 INCH TOP DIA. 1 LE CHROME FURNISHED WITH SS PERFORATED STRNNER 9 1 SERVICE SINK ElY, AY MODEL %-8235 2.25 2.25 4 3 1/2 INCH 1/2 INCH 2 INCH EACH BDW x 1BD x 44H, WBH LEGS 100 LE STAINLESS STEEL FURNISHED WITH FOUR LK-251 LEGS 10 1 SERV1CE SINK FAUCET ElY, AY MODEL U(-66-A 1/2 INCH 1/2 INCH 5 INCH SWING SPOUT $ LE CHROME 11 1 FROST-PROOF HOSE BBB WA~TS REGULATOR SERIES PHB-1 1/2 INCH 14L 5q~M, WITH 5 IN. FAUCET2 LES CHROME FOR 12-INCH THICK WALL 12 2 BAS-RRED WATER HEATER kO. SM~ MODE].. BTH-15D(A) 1-1/2 INCH 1-1/2 INCH I INCH 120 5 600 75H x 28 IN DIA. 438 LES BEIGE/GOLD 150 MBH, 100 BA.LON, 94F, EFRCIENT 13 1 TRAP PRIMER VALVE PRECISION PLUMBING PRODUCTS, INC.OREBON ~/1, PO-500 I/2 INCH 6H x 3 IN DIA. 1 LB BLACK ORDER WITH SUPPLY TUBE YS-8 AND DISTRIBUTION UNITS DU-~- 14 2 WALL-MOUNTED URINAL ~ERIOAN STANDARD LYNBROOK 1.0, MODEL 6601.012 5 2 5 3/.~ INCH 2 INCH 5OH x 19W x 13D 75 LE WHITE MOUNT WITH RIM 17 INCHES FROM FLOOR 15 2 URINAL FLUSH VALVE SLOAN ROYAL 180-1 3/4 INCH 14H x 8W x 40 10 LE CHROME LOW CONSUMPTION, 1 GALLON FLUSH CYCLE 16 1 SEMI-BFnF~ WATER COOLER ELI(Ay ESRWC-8-S 0.5 3/6 INCH 1-1/4 INCH 120 3.5 275 18W x 40H x 150 70 LB STAINLESS STEEL MOUNT WITH OEIRCE 36 INCHES EROM FLOOR 17 1 JANITOR SINK ~ERICAN STANDAND AKRON SEEV1CE SINK, MODEL 7695.018 2.25 2.25 A 5 1/2 INCH 1/2 INCH 5 INCH 210 x 24W x 21H BO LB i WHITE ENAMEL MOUNT WEH RIM 26 INCHES FROM FLOOR 18 1 JANITOR SINK FAUCET /~IERICAN STANDARD MODEL 83~0.242 1/2 iNCH 1/2 iNCH 8 INCHES CENTER TO CENTER 10 LE ROUGH CHROME FURNISHEO WITH VACUUM BREAKE~ 19 1 ~P~IITOR SINK P-TRAP /~IER[CAN STANDARD MODEL 7798.176 ~ INCH 15 HIGH 50 LE I WHITE ENAMEL FURNISHEO WITH SIENNER 20 1 WALL/HAND SHOWER & MIXING VALVE SY~MONS TEMP~OL PACKAGE, S-25-300-BBO-V 5 3 2 4 1/2 INCH 1/2 iNCH 2 INCH 10 LE CHROME ADA-COMPLIANT 21 2 WATER CLOSET AMERICAN STANDARD EXINGTON EL 1.6, MODEL 2037.416 6 4 6 1/2 INCH ~. INCH 3OD x 24H x 21W 75 LES I WHITE FURNISHEO WITH SEAT 22 1 BATHTUB ANERICAN STANDARD PRINCETON, MODEL 2391.202 60L x 30W x 15H 110 LES I WHITE SUBMIT DRAIN KIT FOR APPROVAL 23 1 BATH1~B A~tERIC~N STANDARD PRINCETON, MODEL 2~90.202 6OL x OOW x 15H 110 LES WHITE SUBMIT DRAIN KIT FOR ~PPROVAL 24 2 BATHTUB FAUCET & VALVE SYMMONS TEMPTROL PACKAGE, MODEL S-25-2-1B1 1.5 1.5 2 2 1/2 INCH 1/2 INCH 1-1/2 INCH 10 LES CHROME PEESSURE-RAIANCIND MIXING VALVE 25 2 SHOWER ENCLOSURE & BASE N~IC~N STANDARD MODEL 3636.SW, MODEL 8636.ST 100 LES WHITE 56 INCHES SQUANE 26 2 SHOWER HEAD & VALVE SY~MONS TE~PTEOL PACKAGE, MODEL 25-2-151 1.5 1.5 2 2 1/2 INCH 1/2 INCH 1-1/2 INCH 10 LES CHROME PRESSURE-BALANCING MIXING VALVE PLUMBING SYMBOL LEGEND DOMESTIC COLD WATER SUPPLY ~ WATER METER DOMESTIC HOT WATER SUPPLY ~ S~MNER TPS- T~P PRIMER SUPPLY PIPING /1 KEYED FROSTPROOE HOSEBIBB DW -- SANITARY DHAIN/WASTE PIPING ~ FLOOR DRAIN ....... SANITARY VENT PIPiNg I J-~ C~OUT [:~ GATE VALVE ~ FLOOR CLEANOUT, OR TO GRADE T'-J CHECK VALVE ~ WATER HAMMER ARRESTOR [~ INDOOR HOSEBIBB W/VACUUM BREAKER <~ FIXFLIRE I.D. TAG CONTRACTORS BEDROOM #' BEDROOM #8 1/2 INCH 1/2 INCH ~ l-INCH HOT SUPPLY PIPE I-INCH HOT SUPPLY PIPE (~ UP FROM BASEMENT UP FROM BASEMENT ~) SUPPLY PIPE UP FROM BASEMENT 1-1/4 INCH COLD SUPPLY PIPE UP FROM BASEMENT BEDROOM I i I SECOND FLOOR 1/2 INCH BEDROOM #7 EEDROObl #6 1/2 INCH BEDROOM #5 I I I .% 8== REVISIONS DRAWN J:~NL I APPR. ~ DATE SEPTEMBER 25, 2~ SCALE 1/4' = 1'-0' SHEET NO, P-4 ALL WATER CLORETS SHALL HAVE 4-INCH DRAIN PIPES, ALL BATHTUBS SHALL RAVE 1-1/2 INCH DRAIN PIPES. ALL SHOWERS SHALL RAVE ';'-INCH DRAIN PIPES. ALL LAVATORIES SHALL HAVE 1-1/2 INCH DRAIN PIPING. ALL FLOOR DRAINS SHALl. DISCHARGE INTO 3-INCH PIPE. EXCEPT VERTICAL SEC'~ONS, ALL DRAIN, VENT AND ~ PRIMER PIPING SHOWN ON THIS SHEET IS TO BE INSTALLED UNDER THE SLAB. PLUMBING SYMBOL LEGEND DOMES[lC COLD WATER SUPPLY (~ WATER METER DOMESTIC HOT WATER SUPPLY ~ STRAINER 1PS-- 1RAP PRIMER SUPPLY PIPING ~ KEYED FROSTPROOF HOSEBIRB DW -- SANITARY DRAIN/WASTE PIPING ~ FLOOR DRAIN ....... SANITARY VENT PIPING I m-~ CLEANOUF [~ SATE VALVE ~ FLOOR CLEANOUT, OR TO GRADE N CHECK VALVE ~ WATER HAMMER ARRESTOR [~ INDOOR HOSEBIBB W/ VACUUM BREAXER (~) FIXTURE I.D. TAG CONTRACTORS COPYRIGHT © 2000, DESION LEARNED INCORPORATED 1-1/2 INCH VENT INSTALL SANITARY VENT PIPING UNDER SLAB. 2-1/2 4 INCH 2 INCH EXTEND 4-INCH CLEANOUT THROUGH WALL 2 INCH ,?1 3 INCH -~ EXTEND CLD~NOUT ~ TO FLOOR. INCH - INCH 4 INCH 2 INCH ........... ~ SO~ F SOFFIT INCH DI~JN VE-2 2 INCH VERllCAL J tNCH~ 1-1/2 INCH 1-1/2 INCH -ON ~ · EXTEND CLEANOUT TO FLOOR. I )~ 4 INCH 1-1/2 INCH 3 INCH 2 INCH ELEGTFI2AL CL3z~ ;/, ×2 INCH DOWN FROM KITCHEN SINK AND DISHWASHER ABOVE. 3 INCH qALL'#AY g[ INCH /~:/// 4-INCH DOWN FROM FIRST FLOOR ,5HIMNEY 3 INCH 3 INCH INCH i-i/ DPYER PAMP UP BASEMENT 2 3 INCH 1-1/2 INCH DRYER I-1/ 1-1/2 EXTEND CLEANOUT TO GRADE ¢ INCH BUILDING DRAIN, BASED ON 1/8 INCH SLOPE AND 133.5 DFUs o REVISIONS DPAWN RtL J APPR. C~L DATE ~E~' I I=I~JBEFJ 2~, 2000 SC^L[ lj4' - 1'-0' SHEET NO. P-5 All WA]~R CLOSETS SHAll HAVE 4-INCH DRAIN PIPES. ALL BATHTUBS SHALL HAVE 1-1/2 INCH DRAIN PIPES. ALL SHOWERS SHALL HAVE 2-INCH DBAIN PIPES. ALL LAVATORIES SHALL HAVE 1-1/2 INCH DRAIN PIPING. EXCEPT VERTICAL SECTIONS, ALL DRAIN PIPING SHOWN ON THIS SHEET IS TO BE INS'rALIFD AT THE LEVEL OF THE BASEMENT CEILING, BELOW ]HE FLOOR SHOWN. ALL CLEANOUTS SHOWN ON THIS SHEET ARE TO BE INSTALLED AT OR NEAR THE LEVEL OF THE BASEME~ CEIUNG. CONTRACTOR SHALL COORDINATE ALL PIPE ROUTING WITH MECHANICAL AND ELECTRICAL DRAWINGS TO AVOID DUC~ORK, SUPPOR'rlN¢ SOFFITS, AND UOHT FIXTURES. PLUMBING SYMBOL LEGEND DOMESTIC COLD WATER SUPPLY ~ WAI~R METER DOMESTIC HOT WATER SUPPLY I -,~l STRAINER --TPS TRAP PRIMER SUPPLY PIPING ~ KEYED FROSTPROBF HOSEBIBB -- DW SANITARY DRAIN/WASTE PIPING I~ FLOOR DRAIN ....... BANITA~ VENT PIPINg I I~] CLEANODT BATE VALVE FLOOR C NOUT, OR TO OBADE N CHECK VALVE ~ WA~R HAMMER ARRESTOR ~ INDOOR HOSEBIBB W/VACUUM BREAKER Q FIXTURE I.D. TAG 30NTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED I 9 I 10 I 11 UP WALFWAY ~-1/2 1-1/ 1-1/2 INCH DRAIN DIIqlNg/L,V,HG ]-1/ 2 INCH 1-1/2 iNCH 1-1/4, INCH - OFFIEE I! 1 4,-INCH DRAIN iDOWN FROM SECOND FLOOR P,TCHEN INCH UP I-1/2 INCH U? INCH 2 INCH VERTICAL VENT TO A~TIC INCH / 2 - 1-1/2 INCH VE]~IT INCH 1-1/2 INCH INCH 1-1/~ INCH VENT INCH 4- INCH ~ -- ~ 4 INCH VENDIHO MACHINE ~6-1HCH WALL VS-2 2-1/2 INCH VERTICAL VENT, 28 DFUs FROM ~SEMENT, CONTINUE TO AT]lC. I(ITCHEIJ 1-1/4 INCH 1-1/2 INCH ,I--INCH DRAIN DOWN KROM SECOND FLOOR 2 INCH VERTICAL VENT, 8 DFUs FROM BASEMEWf 1-1/2 INCH 1-1/2 INCH 2 INCH VS-5 I/4, INCH INCH 2 INCH r 2 INCH '¢ INCH 4 INCH DIJ INCH DEC..: FORAGE -- 2 INCH -- 1-1/2 INCH 2 INCH VENT UP FROM BELOW, INCREASE TO 2-1/2 INCH FROM THIS LEVEL UP TO Amc J I FORCH HEW BASEMErl- E/ITRY BELOV, Dr FIRST FLOOR REVISIONS DRAWN ~ J APPR. ~ DATE ~P~I~MBEF{ 25, 2000 SCALS 1/4' ' 1'-O' SHEET NO. P-6 4 INCH VENT SEAL WEATHERTIGNT P~ MFG'S. iNSTRUCTIONS. PiPE BOOT SET IN CONTINUOUS BED OF SEALANT WITH SCREWS CUT TO ALLOW FOR EXPANSION AROUND PIPE. PROVIDE REDUCER IF REQUIRED. DETAIL FOR VENT THROUGH ROOF NOT TO SGqlF ALL WATER CLOSETS SHALL HAVE 4~INCH DRAIN PIPES. ALL BATHllJBS SHALL HAVE 1-1/2 INCH DRAIN PIPED. Ami SHOWERS SHALL HAVE 2-1NCR DRAIN PIPES. ALL LAVATORIES SHALL HAVE 1-1/2 INCH DRAIN PIPING. EXCEPT VERTICAL SEC1]ONS, ALL DRAIR PIPING SHOWN ON THIS SHEET IS TO BE INSTALLED BELOW THE FLOOR SHOWN. THE INSTALMNB CO~CTOR SHALL COLLECT ALL VENT PIPING IN THE ATDC SPACE AS NEATLY AS POSSIBLE. AND VE~ THROUGH THE ROOF TOWARD THE REAR OF THE BUILDING WITH A 4-INCH PIPE. SEE V.T.R. DETAIL, THIS SHEET. PLUMBING SYMBOL LEGEND DOMESTIC COLD WA1ER SUPPLY (~) i WATER METER DOMESllC HOT WATER SUPPLY I~q STRNNER TPS- TRAP PRIMER SUPPLY PIPING /1 KEYED FROSTPROOF HOSEBIBB DW SANITARY DRAIN/WASTE PIPING ~ FLOOR DRAIN ....... SANITARY VENT PIPING I J--{ CLEANOffr D~ GATE VALVE ~ FLOOR CLEAROUT, OR TO ORAOE N CHECK VALVE ~ WATER HAMMER ARRESTOR ~/~ INDOOR HOSEBIBB W/ VACUUM BREAKER <~ FIXq~JRE I.D. TAG 30NTRACTORS ~OPYRIGHT © 2000, DESIGN LEARNED INCONPOP, ATED E I I I BEDROOM #1 HEDROONI #a 1-1/4 INCH 1-1/2 INCH '-x T t-1/2 INCH 1-1/4 4 INCH DN VS-4 EXIEND CLB~OUT TO FLOOR UNDER LAVATORY. 1-1/2 INCH INCH VS-1 2 INCH 4 INCH DOWN DN, B(TEWD CLEANOUT TO 2-1/2 INCH VERTICAL VEN~ 28 DF'ds FROM BASEMENT, CONTINUE TOAT11C. 6-INCH WALL 2 INCH VERTICAL VENT, 8 DFUs FROM BASEMENT 4 INCH D VERTICAL VENT BELOW 1-1/4 INCH 2-1/2 INCH 1/2 INC~I I "'~¥ ,/ / ~ 1-1/4 INCH INCH 2 BEDROOI.4 EXTEND CL~ANOUT TO FLOOR UNDER LAVATORY. BEDRO0~ #4 I : I I SECOND FLOOR L Z ] ~ me o- i APPR. BATE 8EP'IbM~-R 25, S'O00 SCALE 1/4' m S H EEl' NO. P-7 1 ONTRACTORS ]PYRIGHT © 2000, DESIGN LEARNED INCORPORATED ,< T RISER NO3'E THE VERTICAL DISTANCES REPRESENTED ON [ TNIS SHEET ARE EXAGGERATED FOR CLARIIY. J VENT THROUGH ~CK OF ROOF, UINIUIZIND VISIBtUFF OF VENT PIPE FROU HIGH-1RAFFIC AREAS ROUTE TOWARD BACK OF BUILDING. COLLECT ALL VENT PIPING )N ATFIC SPACE, REVISIONS DRAWN I APPR. C~L DATE SEPTEMBER 25, 2000 SCALE NO SCALE SH£ET NO. P-8 1 I 2 BASIC MATERIALS AND METHODS PANT 1 GENERAL 1.1 SUMMARY A, PBOVIDE COMPLL-TE AND FULLY OPERATIONAL SYSTEMS WITH RACIUllES AND SERVICES TO MEET REQUIREMENTS INDICATED AND IN ACCORD WITH APPUDABLE NEW YORK CODES AND ORDINANCES. 1.2 PROJECT CONDITIONS A. VERIPY FIELD MEASUREMENTS AND ABRAMGEMENTS ABE AS SHOWN ON DRAWINGS. B. REPORT DISCREPANCIES TO ENGINEEB BEFORE DISTUBBING EXISTING INSTALLATION. PART 2 PRODUCTS 2.1 MECHANICAL IDEAqlFICATION-PROVIDE ON ALL MECHANICAL EQUIPMENT. A. PLASTIC NAMEPLATES: LAMINATED THREE-LAYER PLASTIC WITH ENGRAVED BLACK mElTERS ON UGHT BACKGROUND COLOR. B. PLASTIC TAGS: LAMINATED THREE-LAYTR PLASTIC WITH ENDRAVED BLACK LETTERS ON LIGHT BACKGROUND COLOR, MINIMUM 1-I/2 INCHES (38 MM) DIAMETER. PART 3 EXECUTION 3.1 INSTALLATION A. INSTALL WORK ]N ADDORDANDE WITH MANUFACTURER'S INSTRUCTIONS. B. INSTALL PLASTIC NAMEPLATES WITH ADHESIVE, C. INSTALL pLASTIC TAGS WITH CORROSION RESISTANT METAL CHAIN. END OF SECTION MECHANICAL INSULATION PART 1 GENERAL 13 SUMMARY A. SECTION INCLUDES PIPING INSULATION, EQUIPMENT INSULATION, AND COVERING, DUC1WORK INSULATION. 1.2 SUBMNTALS ,~ PRODUCT DATA: SUBMIT PRODUCT DESCRIPTION, LIST OF MATERIALS AND THICKNESS FOR EACH SERVICE OR EQUIPMENT SCHEDULED, LDOATIONS, AND MANUFACTURER'S INSTALLATION INSTRUCTIONS. B. MANUFACTURER'S INSTALLATION INSTRUCTIONS: SUBMIT. 1.3 QUAUIY ASSURANCE k PERFORM WORK IN ACCORDANCE WITH STATE OF NEW YORK CODE. B. iv~JNTAIN ONE COPY OF EACH DOCUMENT ON SITE. 1.4 ENVIRONMENTAL BEQUIREMENTS ,L DO NOT INSTALL INSULATION AND RELATED PRODUCTS WHEN AMBIENT TEMPERATURES AND CONDITIONS ARE NOT AS REQUIRED BY MANUFACTURERS OF ADHESIVES, MASTICS, AND INSULATION CEMENTS. B. MAJNTAIN TEMPERATURE BEFORE, DURING, AND AFTER INSTALLATION FOR MINIMUM PERIOD OF 24 HOURS. PART 2 PRODUCTS 2.1 EQUIPMENT INSULATION A, MANUFACTURERS: SUBMIT FOR APPROVAL B, FLEXIBLE MINERAL F1BER BLANKET: ASTM C55B; FLEXIBLE, NONCOMBUSTIBLE. 1. K (KSI) FACTOR: 0.25 AT 75 DEGREES F. 2. MAXIMUM SESVICE TEMPERATUBE: 25D DEGBEES F. 3. DENSI~: 2,0-LD/CU PT DENSRY. 4.. VAPOR RETANDEB JACKET: KRAFT PAPEB WiTH GLASS FIBTR YARN AND BONDED TO ALUMINJZES FI~, SECURED WITH SELF-SEAUNG LONGITHDINAL LAPS AND BuTr STRIPS OR WF~H OUEWABD CLINCH EXPANDING STAPLES AND VAPOR RETANDEB MASTIC. C. RIGID MINERAL F1BEBDOABD: AS~ C612; B[GiD, NONCOMBUSTIBLE. 1. K (ESI) FACTOR: 0.2,~ AT 75 DEGREES F. 2. MAXIMUM SERVICE TEMPERA~JRE: 850 DEGREES F. 3. DENSIIY: 3,0 LB./CO FT. 4. VAPOR RETARDEB JACKET: KRAET PAPER WITH GLASS FIBER YARN AND BONDED TO ALUMINIZED FILM, SECURED WITH SELF-SEALING LONGITUDINAL LAPS AND BUT[ STRIPS OR WITH OUEWAND CUNCH EXPANDING STAPLES AND VAPOR RETARDER MASTIC. 5. FACING: ONE INCH STEEL HEXAGONAL WiRE MESH STITCHED ON ONE FACE OF INSULATION. PART 3 EXECUTION 3.1 EW~D NATION A. VERIFY PIPING, EQUIPMENT AND DUCEWORK ARE TESTED AND READY FOR INSTALLATION. 3.2 INSTALLATION A, INSULATE ALL OOCl~VORK, MIXING BOXES, AND FURNACEB IN ATrlO. B. CONTINUE INSULATION VAPOR BARRIER THROUGH PENETRATIONS. C. EQUIPMENT INSULATION: 1. APPLY INSULAllON AS CLOSE AS POSSIBLE TO EOUIPMENT BY GROOVING, SCORING, AND BEVEUND INSULATION, IF NECESSARY. SECURE INSULATION TO EQUIPMENT WiTH STUDS, PINS, CUPS, ADHESIVE, WIRES, OR BANDS. 2. FILL JOINTS, CRACKS, SEAMS, AMD DEI°RESSlONS WITH BEDDING COMPOUND TO FORM SMOOTH SURFACE. ON COLD EQUIPMENT, USE VAPOR BARRIER CEMENT. 3. PROVIDE FIBER GLASS INSULATED EQUIPMENT CONTAINING FLUIDS BELOW AMBIENT TEMPERATURE WITH VAPOR BARRIER JACKETS. ¢. FOR FIBER GLASS INSULAIED EQUIPMENT CONTAINING FLUIDS ABOVE AMBIENT TEMPERATURE, PROVIDE STANDARD JACKETS, WITH OR WITHOUT VAPOR BARRIER. 5. DO NOT INSULATE OVER NAMEPLATE OR ASME STAMPS. BEVEL AND SEAL INSULAllON AROUND SUCH. 6, WHEN EQUIPMENT WITH INSULATION REQUIRES PERIODIC OPENING FOR MAINTENANCE, REPAIR, OR CLEANINB, INSTALL INSULATION IN SUCH A MANNER THAT ff CAN BE EASILY REMOVED AND REPLACES WITHOUT DAMAGE. 3.3 SCHEDULES ~ EQUIPMENT INSULATION: 1, ATTIC FURNACES: o) FLEXIBLE MINERAL FIBER BLANKET OR EQUAL: 1 INCH THICK. B. DUCEWORK INSULATION: 1. EXHAUST DUCTS WITHIN 10 FT OF EX1ERIOB OPENINGS: a) FLEXIBLE GLASS FIBER: 1 INCH THICK, EITHER OR b) RIGID CLASS FIBER: 1 INCH THICK. 2. SUPPLY DUCTS (COOUNG SYSTEMS): INSULATE TO R-5 OR BElTER. 3. RETURN DUCTS IN UNCONDITIONED SPACES: INSULATE TO R-5 OR BETTER. A. OUTSIDE AIR INTAKE DUCTS: INSULATE TO R-§ OR BETTER. END OF SECTION GAS PIPING PART 1 GENERAL 1.1 SUBMITTALS A. SHOP DRAWINGS: INDICATE ROUTING, HANGERS, AND ELEVATIONS. 1.2 QUAU1Y ASSURANCE k PERFORM WORK IN ACCORDANCE WITH STATE OF NEW YORK CODE. B. MAINTAIN ONE COPY OF EACH DOCUMENT OB SITE. PANT 2 PRODUCTS 2.1 LIQUID PROPANE RPING, BURIED A. STEEL PIPE: ASTM A53, SCHEDULE 40 BLACK WITH POLYETHYLENE JACKET AND WELDED JOINTS. 2.2 UQUID PROPANE PIPING, ABOVE GRADE A. STEEL PIPE: ASTM A53, SCHEDULE AB BLACK, WITH MALLEABLE IRON OR FORGED STEEL FITTINGS, SCREWED OR WELDED. PANT 3 EXECUTION 3.1 INSTALLATION k ROUTE PIPING IN ORDERLY MANNER, PLUMB AND PARALLEL TO BUILDING STRUCTURE, AND MAINTAIN GRADIENT. INSTALL PIPIND TO CONSERVE BUILDING SPACE, AND NOT INTERFERE WITH USE OF SPACE AND OTHER WORK. GROUP PIPING WHENEVER PRACTICAL AT COMMON ELEVATIONS. B. INSTALL PIPING TO ALLOW FOR EXPANSION AND CONTRACTION WFU~OUT STRESSING PIPE, JOINTS, OR CONNECTED EQUIPMENT. C. PROVIDE CLEARANCE FOR ACCESS TO VALVES AND FITrlNGS. D, INSTALL TEES AT LOW ELBOWS WiTH CLEANOUTS BELOW. E. INSTALL SPECIAERES AND EQUIPMENT. 3.2 APPUCATION k INSTALL UNIONS DOWNSTHEAU OF VALVES AND AT EQUIPMENT OR APPARATUS CONNECTIONS. B. INSTALL BALL VALVES FOR SHUT-OFF AND TO ISOLATE EQUIPMENT, PART OF SYSTEMS, OR VERTICAL RJSTRS. 2,2 DUCEWDRK INSULATION A. MANUFACTURERS: SUBMIT FOR APPROVAL B. FLEXIBLE GLASS FIBER: ASTM C553; FLEXIBLE, NONCOMBUSRBLE BLANKET. 1. K (KSI) VALUE: 0.29 AT ?5 DEGREES F. 2. VAPOR RETANDER JACKET: KRAFT PAPER RDNFORCES WITH GLASS FIBER YANN AND BONDED TO ALUMINIZED FILM, SECURED WITH PRESSURE SENSITIVE TAPE. C. RIGID GLASS FIBER: ASTM C612; RIGID, NONCOMBUSTIBLE BLANKET. 1. K (KSI) VALUE: 0.29 AT 75 DEGREES F. 2. DENSI]Y: 3,0-LB./CU FT, 3. VAPOR RETANDTR JACKET: KRAPT PAPER WFH GLASS FIBER YARN AND BONDED TO ALUMINIZED FILM, SECURED WiTH PRESSURE SENSITIVE TAPE. END OF SECTION SEE MECHANICAL 8COPE OF WORK ON DRAWING SHEET M-7. CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED FURNACES PART 1 GENERAL 1.1SUMI,~,RY A, SECTION INCLUDES FORCES AIR FURNACES, REFRIGERANT COOUNG COILS AND CONDENSING UNITS AND PACKAGES FURNACES. 1.2 SUEMITrALS k PRODUCT DATA.- SUBMIT DIMENSIONS, CONNECTIONS, ANRANGEMERT, ACCESSORIES, CAPACITIES, MANUFACTURER'S INSTALLATION INSTRUCTIONS AND CONTROLS. 1.3 CLDSEOUT SUDMITTALS A, OPERATION AND MAINTENANCE DATA: SUBMIT SPARE PARTS USTS. 1.A QUAUlY ASSURANCE A. PERFORM WORK IN ACCORDANCE WITH STATE OP NEW YORK CODE. R. MAINTAIN ONE COPY OF EACH DOCUMENT ON SITE. PART 2 PRODUCTS 2.1 FORCED AIM PURRACES A. UANUFACTURERS: I. THE TRANE COMPANY AS SCHEDULED. 2. SUBSTITUTIONS: NOT PERMBTED. B. UNITS: SELF-CONTAINED, PACKAGES, BACTORY ASSEMBLED, PRE-WIRED UNIT OONSISTIND OF CABINET, SUPPLY FAN, HEATING ELEMENT, CONIROLS, AIR FILTER, HUMIDIFIER, AND ACCESSORIES; WIRED FOR SINGLE POWER CONNECTION WITH CONTROL TRANSFORMER. 1. HEA'[1NO: PROPANE ~ FIRED. 2. ELECTRIC RETRiGERATION: REFRIGERANT DOOUNG COIL AND OUTDOOR PACKAGE CONTAINING COMPRESSOR, CONDENSER COIL AND CONDENSER FAN. C. CABINET: STEEL WITH RAKED ENAMEL FINISH AND ACCESS DOORS WiTH BAFEIY INTERLOCK SWITEM. D. FURNACE OPERATING CONTROLS 1. ROOM THERMOSTAT: CYCLES BURNER TO MAINTAIN ROOM TEMPERATURE ssTrlNG. 2. SUPPLY FAN CONTROL: ENERGIZE FROM BONNET TEMPERATURE INDEPENDENT OF DURNER CONTROLS, WITH ADJUSTABLE TIMED OFF DELAY AND FIXED TIMES ON DELAY, WITH MANUAL SWITCH FOR CONTINUOUS FAN OPERATION, PROVIDE CONTINUOUS LOW SPEED FAN OPERATION. POWER VENT SHALL BE WIRED TO PROVE FLOW BFFORE BURNERS IGNRE. E. AIR F1LTTRS: l-INCH THICK GLASS FIBER, PLEATED 1~PE. SEE EILTER SPECIFICATION, P. FURNACE REFRIGERATION PACKAGE 1. REFRIGERATION ACCESSORIES: FILTER DRIER, HiGH-PRESSURE SWITCH (MANUAL BESET), LOW PRESSURE SWITCH (AUTOMATIC RESET), SERVICE VAEvES AND DAUGE PORTS, AND THERMOMETER WELL (IN UQUID LINE). PROVIDE REFRIGERANT UNES, FACTORY CLEANED, DRIED, PRESSURIZED AND SEALEO, WITH INSULATED SUCTION UNE, 2. AIR COOLED CONDENSER: ALUMINUM FIN AND COPPER TUBE COIL, WITH DIRECT DRIVE AXIAL PROPELLER FAN RESILIENTLY MOUNTED, GALVANIZED FAN GUARD, B. REFRIDERATION OPERATING CONTROLS a) ROOM THERMOSTAT: CYCLES CONDENSING UNIT AND SUPPLY FAN TO MAINTAIN ROOM TEMpTRATURE SETTING. G. ADJUSTABLE ROOM THERMOSTAT: LOW VOLTAGE, TO CONTROL BURNER OPERATION, COMPRESSOR AND CONDENSER FAN AND SUPPLY FAN TO MAINTABI TEMPERATURE SETTING. INCLUDE SYSTEM SELECTOR SWITCH (HEAT-OFF-CDOL) AND FAM CONTROL SWITCH (AUTO-ON). 2.2 ELECTRICAL CHARACTERISTICS AND COMPONENTS A, PROVIDE DISCONNECT SWITCH: ADJACENT TO. OR ON EQUIPMENT. PART 3 EXECUTION 3.1 INSTALLATION A. INSTALL IN ACCORDANCE WITH NFPA 54.. D. MOUNT COUNTERFLOW FURNACES INSTALLES ON COMBUSTIBLE FLOORS ON ADDITIVE BASE. SUBMIT FOR APPROVAL. C. PROVIDE DRAIN pAN UNDER COOUNG COILS. PIPE DRAIN FROM COOUNG COILS TO OU~OOB LOCATION. VERIFY WITH ENGINEER BEFORE PROCEEDING. PROVIDE TRAP. D. INSTALL REFRIGERANT PIPING TO REMOTE CONDENSER. E. CONNECT PROPANE PIPING TO SUPPLY. F. MOUNT AIR COOLED CONDENSER-COMPRESSOR PACKAGE ON CURB OR RAILS. G. INSTALL FURNACES ON VIBRATION ISOLATORS WRH MINIMUM 1 INCH STATIC DEFLECTiON. H. PROVIDE FLEXIBLE DUCT CONNECTIONS ON INLET AND OUTLET FROM FURNACES AND FANS.. END OF SECTION AIR HANDUNG UNTIS PART 1 GENERAL 1.1 SUBMBTALS ,~ PRODUCT DATA: SUBMIT CATALOG PERFORMANCE RATINGS, CONSRTUCTION, ELECTRIC AND DUCT CONNECTIONS, FLASHING AND DIMENSIONS FOR FANS AND EXNAUSTERS. B. OPERATION AND MAINTENANCE DATA: SUBMIT iNSTRUCTIONS FOR LDBRICATION, MOTOR AND DRIVE REPLACEMENT, SPARE PARTS USTS, AND WIRING DIAGRAMS. 1.2 CLGSEOUT SUBMITTALS A. OPERATION AND MAINTENANCE DATA: SUBMIT INSTRUCTIONS FOR LUBRIBAllON, MOTOR AND DRIVE REPLACEMENT, SPANE PARTS LISTS, AND WIRING DIAGRAMS. 1.3 QDALNY ASSURANCE k PERFORM WORK IN ACCORDANCE WITH STATE OF NEW YORK CODE. B. MAINTAIN ONE COPY OF EACH DOCUMENT ON SITE. PART 2 PRODUCTS 2.1 CABINET AND CEIUNG EXHAUST FANS A. I#~IUEACTURTRS: 1. GREENHECK. 2. FIELD CONTROLS. ~. SUBSTITUTIONS: NOT PERMIII~. 2.2 ELECTRICAL CHARACTERISTICS AND COMPONENTS A. ELECTRICAL CHARACTERISTICS. 1, 120 VOLTS, SINGLE PHASE, 60 HZ. D. DISCONNECT SWITCH: pROVIDE ADJACENT TO EQUIPMENT OOOPJ)INATE WITH ELECTRICIAN. PART 3 EXECUTION 5.1 INSTALLATION A. INSTALL FANS ON VIBRATION ISOLATORS WITR STATIC DEFLECTION OF 1 INCH, B. DO NOT OPERATE FANS FOR ANY PURPOSE UNTIL DUC1~/ORK IS CLEAN, FILTERS ARE IN PLACE, BEARINGS LUBRICATED, AND FAN HAS BEEN TEST RUN UNDER OGSERVATIOH. C. INSTALL FANS WITH RESIUENT MOUNTINGS AND FLEXIBLE ELECTRICAL LEADS. INSTALL FLEXIBLE CONNECTIONS SPECIFIED BElWEEN FAN INLET AND DISCHARGE DUCIWORK. FLEXIBLE CONNECTORS SHALL NOT BE IN TENStON WHILE RUNNING. D, PROVIDE SHEAVES REQUIRED FOR FINAL AIR BALANCE. E. PROVIDE RACKDRAFT DAMPERS ON DISCHARGE OF EXHAUST FAN. END OE SECTION AIR DISTRIBUTION - ADHERE TO THESE REQUIREMENTS CAREFULLY. PART 1 GENERAL 1.1 SUBMRTALS A. SHOP DRAWINGS: INDICATE PBODUCTS FABRICATED FOR AND DEVIATIONS FROM DESIGN. B. PRODUCT DATA: SUBMIT SIZES, CAPACITIES, MATERIALS, CONTROLS AND CONNECTIONS TO OTHER WORK C. MANUFACTURER'S INSTALLATION INSTRUCTIONS: SUBMIT RELEVANT INSTRUCTIONS. 1.2 CLDSEOUT SUBMllTALS A. OPERATION AND MAINTENANCE DATA: SUBMIT INSTRUCTIONS FOR FILTER REPLACEMENT, BRAHE PARTS USTS, AND WIRING DIAGRAMS. 1.3 QUALITY ASSURANCE A. PEREORM WORK IN ACCORDANCE WITH STATE OF NEW YORK CODE. B. MAINTAIN ONE COPY OF EACH DOCUMENT ON SITE. PART D PRODUCTS 2.1 FILTERS A. MANUFACTURERS: SUBMiT FOR APPROVAL B. DISPOSABLE, EXTENDED AREA pANEL FILTERS: PLEATED, REINFORCED COTTON OR BLASS FIBER FABRIC; SUPPORTED AND BONDES TO WELIN~] WIRE GRID. 1. FRAME: CARDBOARD. 2. NOMINAL SIZE: TO FIT TRANB FURNACES. B. HOMINAL THICKNESS: TO FTr TRANE EURNAOES. 2.2 DUClWORK A. MATERIALS 1. STEEL DUCTS: DALVANIZES STEEL SHEET, LOOK-FORMING QUALBY. 2. INSULATED FLEXIBLE DUCTS: FLEXIBLE DUCT WRAPPES WRI~ FLEXIBLE CLASS FIBER INSULATION, ENCLOSED BY VAPOR BARRIER JASKET. ~. SEALANT: NON-NARDENINO, WATTR RESISTANT, FIRE RESISTIVE, USED ALONE OR WITH TAPE. B, METAL DUCEWORK 1. FABRICATE AND SUPPORT IN ACCORDANCE WBH SMACNA HVAC DUCT CONSTRUCTION STANDARDS - METAL AND FLEXIBLE EXCEPT AB INDICATED. 2. CONSTRUCT T'S, BENDS, AND ELBOWS WITH RADIUS OF I-1/2 llUES WIDTH OF DUCT ON CENTERUNE. WHERE NOT POSSIBLE PROVIDE llJRNIND VANES. 3. INCREASE DUCT SIZES GRADUALLY, NOT EXCEEI)ING BO DEDREES DIVERGENCE AND 4-5 DEGREES CONVERGENCE. 4. CONNECT FLEXIBLE DUCTS TO METAL DUCTS WITH UQUID ADHESIVE PLUS TAPE, 5. USE CRIMP JOINTS WITH OR WITHOUT BEAD FOR JOINING ROUND DUCT SIZES 8 INCH AND SMALLER WITH CRIMP IN DIRECTION OF AIRFLOW. 2.3 VOLUME CONTROL DAMPERS. A. FABRICATE IN ACCORDANCE WITH SMACNA HVAS DUCT CONSTHUCITOM STANDARDS - METAL AND FLEXIBLE, AND AS INDIDATEg. B. FABRICATE SPLDTER DAMPERS OF MATERIAL SAME CAGE AS DURT TO 24 INCHES SIZE IN EITHER DIRECTION, AND lWO DACES HEAVIER FOR LARGER SIZES. SECURE WITH CONTINUOUS BINGE OR ROD. OPES~IE WITH MINIMUM ~ INCH DIAMETER ROD. C. FABRICATE SINGLE BLADE DAMPERS FOR DUCT SIZES TO 12 X 30 iNCH. O. FABRICATE MULTI-BLADE DAMPER OF OPPOSED BLADE PATTERN WITH MAXIMUM BLADE SIZES 12 X 72 INCH. ASSEMBLE CENTER AND ESGE CRIMPED BLADES IN PRIME COATED OR GALVANIZED CHANNEL ERAME WITH SUITABLE NARDWARE. E. EXCEPT IN ROUND DUC1~/ORK 12 INCHES AND SMALLTR, PROVIDE END BEARINGS. F. PROVIDE LOCKINB, INDICATING QUADRANT REGULATORS ON SINGLE AND MULTI-BLADE DAMPERS. WHERE WIDTH EXCEEDS ~0 INCHES PROVIDE REGULATOR AT BOTH ENDS, 2.4- TURNING DEVICES/EXTRACTORS A. MULTI-BLADE DEVICE WITH BLADES AUDNES IN SHORT DIMENSION; BTEEL OR ALUMINUM CONSTRUCTION; WITH INDIVIDUALLY ADJUSTABLE BLADES, MOUNTING STRAPS. B. MULTI-BLADE DEVICE WITH RADIUS BLADES ATTACHED TO PIVOTING FRAME AMD BRACKET, STEEL OR ALUMINUM CONSTRUCTION, WITH PUSH-PMLL OPERATOR STRAP. 2.5 FLENIBLE DUCT CONNECTIONS k UL USTED F1RE-RETABDAMT NEOPRENE COATED WOVEN BLASS FIBER FABRIC TO NFFA 90A, APPROXIMATELY $ INCHES WIDE, CRIMPED INTO METAL EDGING STRIP. 2.6 DUCT ACCESS DOORS A. FABBICATI[ IN ACCORDANCE WiTH SMADNA HVAD DUCT CONSTRUCTION STANDANDO - METAL AND FLEXIBLE. B. ACCESS DOORS SMALLER THAN 12 INCHES SQUARE MAY BE SECURED WITH mASH LOCKS. ACCESS DOORS WITH SMELT METAL SCREW FASTENERS ARE NOT ACCEPTABLE. 2.7 FIRE DAMPERS A. MANUFACqURERS: AS SCHEDULED. 1. SUB5muTIONS: NOT PERMITTED. 2.8 RACKDRAFT DAMPERS A. MANUFACTURERS: SUBMIT FOR APPROVAL B. BRAVIIY BACKDRAFT DAMPERS SIZE 18 X 18 INCHES OR SMALLER, FURNISHES WITH AIR MOVING EQUIPMENT, MAY BE AIR MOVING EQUIPMENT MANUFACTURERS STANDARD CONSTRUCTION. C. FABRICATE MULTI-BLADE, RARAIIFI ACTION ORA~IY BALANCED RACKDRAFT DAMPERS OF GALVANIZED ~ OR EXTRUDES ALUMINUM, WB~ CE]~TER PIVOTED BLADES, WITH SEALED EDGES, LINKED TOGETHER, STEEL BALL BEARINGS, AND PLATED STEEL PIVOT PIN. Z.9 AIR OUTLETS A. MANUFACTURERS: AS SCHEDULED. 1. SUBSTITLrflONS: NOT PERM]TTEO. B, CEIUNG DIFFUSERS: SQUANE MULTI-CORE IYPE DIFFUSER. C. LOUVERS: 4. INCHES DEEP WITH BLADES ON ~5 DEGREE SLOPE, MEAVY CNANMEL FRAME, BIRD-SCREEN WITH 1/2 INCH SQUARE MESH FOR EXHAUST AND 1/2 INCH FOR INTAKE. PANT 3 EXEOLITION 3.1 EXAMINATION A. VERIFY EQUIPMENT CONNECTIONS. B. CHECW LOCATION OF AIR OUTLETS AND INLETS AND MANE NECESSARY ANJUS'DJENTS IN POS.ON TO CONFORM TO ARCH~FECTURAL FEATURES, BYMMETRY. AND UBHTING ARRANGEMENT. 3.2 INSTALLATION ,~ INSTALL FLEXIBLE CONNECTIONS SPECIFIEO BETWEEN FAN INLET AND DISCHARGE DUCIWORK. PREVENT FLEXIBLE CONNECTORS BEING IN TENSION WHILE RUNNING. B. PROVIDE BACKDRAFT DAMPERS ON DISCHARGE OF EXHAUST FANS AND AS INDICATED. C. PREVENT PASSAGE OF UNFILTERES AIR AROUND FILTERS WITH FELT, RUBBER, OR NEOPRENE CASKETS. D. PROVIDE OPENINGS IN DUCEWORK WHERE REQUIRED TO ACCOMMODATE THERMOMETERS AND OONTROLLFRS. PROVIDE PILOT TUBE OPENINGS WHERE REQUIRED FOR TESTING OF SYSTEMS, COMPLETE WITH METAL CAN WHH SPRING DEVICE OR SCREW TO ENSURE ADAINST AIR LEANADE. E. LOCATE DUCTS W~H SUFFICIENT SPACE AROUND EQUIPMENT TO ALLOW NORMAL OPTRATING AND MAINTENANCE ACTIVITIES. AND TO APPLY DUCT INSULATION SPECIFIES IN SECTION iBOBO. F. CONNECT DIFFUSERS OR TROFFER BOOTS TO LOW PRESSURE DUCTS WITH 3 FEET MAXIMUM LENGTH OF FLEXIBLE DUCT, MOLD IN PLACE WITH STRAP OR CLAMP. G. DURING CONSTRUCllON PROVIDE TEMPORARY CLOSURES OF METAL OR TAPED POLY~THTUENE ON OPEN DUCEWORK TO pREVENT CONSTRUCTION DUST FROM ENTERING DUCIWORK SYSTEM. M. PROVIDE FIRE DAMPERS AT LOCATIONS INDICATED. INSTALL WITH REQUIRED PERIMETER MOUNTING ANGLES, SLEEVES, DREAKAWAY DUCT CONNECTIONS, CORROSION RESISTANT SPRINGS, BEARINGS, BUSRINDS AND HINDES. I. PROVIDE FLEXIBLE CONNECTIONS IMMEDIATELY AD&ACENT TO EQUIPMENT IN DUCTS ASSOCIATED WITH FANS AND MOTORIZED EQUIPMENT. J. PROVIDE DUCT ACCESS DOORS FOR INSPECTION ~D CLEANING BFFORE AND AFTER FILTERS, COILS, FANS, AUTO.TIC DAMPERS, AT FIRE DAMPERS, AND ELSEWHERE AD INDICATED. PROVIDE MINIMUM 8 X 8 INCH SIZE FOR HAND ACCESS, 18 X 18 INCH SIZE FOR SHOULDER ACCESS. K. SUPPORT TERMINAL UNITS INDIVIDUALLY FROM S1RUCTURE. DO NOT SUPPORT FROM ADJACENT DUCEWORK. PROVIDE MINIMUM OP 5 PT OF 2 INCH THICK UNED DUCTINORK DOWNSTREAM OF UNITS. L PROVIDE BALANCIND DAMPERS ON ALL DUCT TAKE-OFFS TO DIFFUSERS AND GRILLES AND REGISTERS, REGARDLESS OF WHETHER DAMPERS ARE SPECIFIED AS PART OF THE DIFFUSER, OR GRILLE AND REGISTER ASSEMBLY. M. PAINT DUCllNORK VISIBLE BEHIND AIR OUTLETS AND INLETS MATTE BLACK. HVAC INSTRUMENTATION AND CONTROLS PART 1 GENERAL 1.1 SUBMITrAL.S A. SHOP DRAWINGS: INDICATE SYSTEM DRAWINGS, WIRING DIAGRAMS, AND WRITI~N DETAILED OPERATIONAL DESCRIPTION OF SEQUENCES. 1. LABEL WITH SEFRNGS, ADJUSTABLE RANGE OF CONTROL AND UMITS. INCLUDE WRITTEN DESCRIPTION OP CONTROL SEQUENCE. 2. INCLUDE DESCRIPTION AND SEQUENCE OF oPERATION. B. PRODUCT DATA: SUBMIT DESCRIPTION AND ENGINEERING DATA FOR EACR CONTROL BTSTEM COMPONENT. INCLUDE SIZING. C, MANUFACTURER'S INSTALLATION INSTRUCTIONS: SUBMIT, 1.2 CLOSEOUT SUBMITTALS A. OPERATION AND MAINTENANCE DATA: SUBMIT: 1. SYSTEMS DESCRIPTIONS, SET ROINTE~ AND CONTROLS SETTINGS AND ADJUSTMENTS. 2. INSPECTION PERIOD, CLEANING METHODS, RECOMMENDED CLEANING MATERIALS, AND CALIBRATION TOLERANCES. 3. INTERCONNECTIOR WIRING DIAGRAMS COMPLETE FIELD INSTALLED SYSTEMS WITH IDENTIFIED AND NUMBERED STSTEM COMPONENTS AND DRVICES. 1.3 QUAUlY ASSURANCE A. PERFORM WORK IN ACCORDANCE WITH STATE OF NEW YORK CODE, R. MAtNTAIN ONE COPY OF EACH DOCUMENT ON PART 2 EXECUTION 2.1 EXAMINATION A, COORDINAIE INSTALLATION OF SYSTEM COMPONENTS WBEI INSTALLATION OF MECHANICAL BYSTEMS EQUIPMENT SUCH AD FURNACES AND FANS. 2.2 INSTALLATION A. PROVIDE CONDUIT AND ELECTRICAL WIRING WHERE REQUIRED. B, AFTER COMPLETION OF INSTALLATION, i~1 AND ADJUST CONTROL EQUIPMENT. SUBMIT DATA SHOWING SET POINTS ANO EI~ ADJUSTMENTS OF CONTROLS. C. INSTALL PANELS AND OTHER HANDWANE IN POS.ON ON PERMANENT WALLS WHERE NOT SUBJECT TO EXCESSIVE VIBRATION. D. CHECK AND VERIFY LOCATION OF THERMOSTATS AND OTHER EXPOSED CONRTOL SENSORS WITH PLANS AND ROOM DETAILS BEFORE INSTALLATION, LOCATE 60 INCHES ABOVE FLOOR. ALIDN WITH UGRTIHG SWITCHES. E. PROVIDE GUARDS ON THERMOSTATS IN ENTRANCES AND OTHER PUBUC ANEAS, F. INSTALL "HAND/OFF/AUTO" SELECTOR SWffcHES TO OVERRIDE AUTOMATIC INTERLOCK CONTROLS WHEN iSWITCH IS IN "HAND" POSITION. G. PROVIDE CONDUIT AND ELECTRICAL WIRING. END OF SECTION TESTING, ADJUSTING, AND BALANCING PART 1 GENERAL 1.1 SUBMIITALS A. DRAFT REPORTS: SUBMIT FOR REVIEW PRIOR TO FINAL ACCEPTANCE OF PROJECT. B. TEST REPORTS: SUBMIT PRIOR TO FINAL ACCEPTANCE OF PROJECT AND FOB INCLUSION IN OPERATING AND]MAINTENANCE MANUALS. PROVIDE IN SOFT COVER, LETTER SIZE, 3-RING BINDER, Wlll~ INDEX PAGE AND TABS, AND COVER IDENTIFICATION. INCLUDE REDUCED SCALE DRAWINGS WITH AIR OUTLETS AND EQUIPMENT IDEW11FIED TO CORRESPOND WITH DATA SHEETS, AND INDICATING THERMOSTAT LOCATIONS. C. REPORT FORMS: AABC NAllONAL STANDARDS FOR TOTAL SYSTEM BALANCE FORMS. PART 2 PBODUCTS NOT USED. PART B EXECUTION 3.1 EXAMINAITON A. BEFORE STARTING WORK, VERIPY THAT SYSTEMS ABE COMPLETE AND OPERABLE. B. REPORT ANY DEFECTS, DEFICIENCIES, OR ABNORMAL CONDITIONS IN MECHANICAL SYSTEMS THAT PREVENT SYSTEM BALANCE. C. BEGINNING OF WORK MEANS ACCEPTANC~ OF EXISllNG CONDITIONS. O. RECORDED DATA SHALL REPRESENT ACTUALLY MEASURED OR OBSERVED CONDITION. E. PERMANENll. Y MANK SETTINGS OF DAMPERS AND OTHER ADJUSTMENT DEVICES. SET AMD LOCK MEMORY STOPS. B.2 INSTALLATION TOLERANCES A. AIR HANDLING SYSTEMS: ADJUST TO WITHIN PLUS OR MINUS 5 PERCENT FOR SUPPLY SYSTEMS AND PLUS OR MINUS 10 PERCENT ESR RD~IRN AND EXHAUST SYSTEMS OF DESIGN. B. AIR OUTLETS AND INLETS: ADJUST TO WITHIN PLUS OB MINUS 10 PERCENT OF DESIGN. 3,3 AIR SYSTEM PROCEDURE A. ADJUST AIR HANDUNG AND DIS~IBLr~ON SYSTEMS TO PROVIDE REQUIRED OR DESIGN SUPPLY, RE~IRN, ,AND EXHAUST AIR QUANTR1ES. B. MAKE AIR QUANTOY MEASUREMENTS IN DUCTS BY lRAVERSE OF ENTIRE CROSS SECTIONAL AREA OF DUCT. C. MEASURE AIR QUANTITIES AT AIR INLETS AND OUTLETS. D. USE VOLUME CONTROL DEVICES TO REGULATE AIR QUANTITIES ONLY TO EXTENT THOSE ADJUSTMENTS DO NOT CREATE OBJECTIONABLE AIR MOTION OR SOUND LEVELS. CHANGE VOLUME BY INTERNAL DUCT DEVICES SUCH AD DAMPERS. E. VARY TOTAL SYSTEM AIR QUANTITIES BY ADJUSTMENT OF FAN SPEEDS. PROVIDE DRIVE CHANGES REQUIRES. VARY JBRANCH AIR QUANTITIES BY DAMPER REGULATION. F. MEASURE STATIC AIR PRESSURE CONDITIONS ON AIR SUPPLY UNITS, INCLUDING FILTER AND COIL PRESSURE DROPS, AND TOTAL PRESSURE ACROSS THE FAN. ALLOW FOR PRESSURE DROP EQUIVALENT TO 50 PERCENT LOAMING OF FILTERS. D. ADJUST AUTOMATIC OUTSIDE AIR, RETURN AIR, AND EXHAUST AIR DAMPERS FOR DESIGN CONDmONS. H. MEASURE TEMPERATURE CONDITIONS ACROSS OUTSIDE AIR, RETURN AIR, AND ENMAUST AIR DAMPERS TO CHECK LEAKAGE. END OF SECTION 11 P. REVISIONS DRAWN MAC I^PPR. ~ DATE SEPTEMBER 25, 2000 SCALE IqO SCALE SHEET NO. M-1 1 I ;~ I ~ GENERAL NOI~S: 1. PROVIDE AND INSTALL FIRE BLANKETS TO BAINTAIN A 1 HOUR BAllNO. 2. ROUTE ALL FIRST FLOOR BATHROOM DUCI~/ORK UP INSrDE WALLS TO BATHROOM SIDEWAll REGISTERS. 3. ALL BATHROOM SIDEWALL REGISTERS SHALL BE INSTALLED 8 INCHES ABOVE FINISHED FLOOR. 4, MECHANICAL CONTRACTOR SHALL PROVIDE AND INSTALL FIRE DAMPERS AT ALL FIRE WAg. PENETRATIORS FOR THIS DUCTWORK INSTALLATION. D, PROVIDE AND INSTALL LABELS ON ALL MAJOR BRANCH DUCTS AND SOFFITS, EXAMPLE: ~ 6. COORDINATE MECRANIOAL INSTALLATION OF DUCEWORK AND EQUIPMENT WITH BUILDING STRUCTURE. 7. AIR HANDLER UNITS ON THIS LEVEL ARE VERTICAL AND SUPPLY IS FROM THE TOP. 8. BASEMENT SUPPLY AIR IS OFF OF ZONE 7. 9. REOISIERS ON THIS LEVEL SERVE ZONES ABOVE EXCEPT AS NOTED. 10. CEILING MUST BE 1 HOUR RATED IN ALL LOCATIONS WITH DUCTWORK. INSTALL ALL DUCTINORK AND SOFFIT HARD UP AGAINST CEILING FRA~INO AND INTO PERIMETER AS MUCH AB PRACTICAL. NINIMIZE OBSTRUCTION IN ROOM. EXTEND BALANCING DAMPER LEVERS THROUGH SOFFIT. 50 CFM 200 CFM 200 CFM 16x12 J 250 CFM %' 250 CFM PROVIDE AND INSTALL SOFFIT. SOFFIT SHALL BE 1 HOUR FIRE RATED AND AROUND ALL DUClWORK. 80 CFM 1 6O CFM 370 CFM 80 CFM ~ INSTALL THIS DOC'P//ORK UP RAY. /I STOR~UE ~' ROUTE THIS DUCT BELOW JOIST AND 16x72 18×12 190 CFM I , SERVING BASEMENT 190 CFM STC=ASE Ii2 THESE DUCTS ABE JOIST. 1 Ox6 OB5 l'~xl 80 CFM SERVING CFM 80 CFM M~I .,' x i FD 12x10 MVD 190 CFM 200 CFM CFM (~ 80 CFM 20x12 12x10 190 CFM '(~ 8x6 80 CFM HOUR RRE RATED SOFFIT AHU #~ 190 CFM 1 HOUR FIRE RATED - WALL AROUND MECHANICAL SPACES. I-- I-- 14x12 SERVING UATH~O0 80 CFM AHU #5 ANU #7 (lO~ L~S.) 1 Ox8 SERVING O BASEMENT 1 O0 CFM ELECTPIC~L 2L,ZSET 190 CFM '100 CFM SERVING BASEMENT 190 CFM REFER TO SHEET M-7 BASEMENT HVAC VENTING SYSTEM DETAIL FOR MECHANICAL ROOM VENTING REQUIREMENTS. DR~EF RISE UP INTO JOIST SPACE HERE (]~PICAL Of 3) -PROVIDE AND INSTALL FIRE DAMPERS AT CEIUNG PENETRATION, FIRST FLOOR SUPPLY SHOWN OVER BASEMENT PLAN CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED 190 CFM 190 CFM 190 CFM 200 CFM SERVING BASEMENT 6 I 7 I GENERAL NOTES: 1. ALL SIDEWALL DIFFUSERS SHAll BE MOUNTED 6 INCHES ABOVE FINISHE~ FLOORS. 2. INSTAll ALL FLOOR DIFFUSERS AS CLOSE TO WALLS AS POSSIBLE. ~ I 9 I lg I 11 200 CFM 200 CFM LI~ j / J UP [ j __ 250 CFM 250 CFM 190 CFM ZONE //4 250 CFM i ~ DIr,,ING/LlVll 2 370 CFM KIT]HEll 80 INSTALL SIDEWALL ~ ' ~-DIFFUSERS 6 IN,NFS INSTALL SIDEWAll ~" DIFFUSERS 0 INCHES 80 CFM DIffUSERS 6 INCHES ~'~x,, / / kF.F. I --~ ,' ZONE #7 190 CFM ZONE //6 200 CFM 200 CFM ZONE INSTALL SIDEWALL INCHES ~ I A.F.F. \ / ~Z5 LEGEND MVD MANUAL VOLUME CONSOL DAMPFR SUPPLY AIR FLOW DIRECTION I ~ RETURN AIR FLOW DIRECTION FD FIRE DAMPER CFM C~)z THERMOSTAT LOCATION (Z=ZORE CONTROL ~ DIFFUSER rDENTIFIOATION TAG (~) DUCT BMOKE DETECTOR  TYPICAL FI'rqNG WffH TURNING VANES DUCT CONNECTION ~ SUPPLY DIFFUSER --EX EXBAUS[ DUCT ~ RETURN GRILLE/REGISTER Iii F~OOR CNIII~/REGISTER ~ EXHAUST GRILLE ~' '~ SIDEWALt GRILLE/REGISTER ,~F,F, ABOVE ~I~ISHED FLOOR 190 CFM ZEF i FIRST FLOOR SUPPLY REGISTER LOCATIONS EEE~OOI,A S 3FA,3E 190 CFM 1go CFM 190 CFM 180 CFM o DRAWN J~L,~.C J APPR. ~ DATE ~JVJ~-~J ~'~, ~OOO SHEET NO. M-2 1 I g I J GENERAL NOTES: 1. PROVIDE AND INSTAll RRE BLANKETS TO MAINTAIN A 1 HOUR RATING. 2, UECHANICAL CONTRACTOR SHALL PROVIDE AND INSTAU_ FIRE DAMPERS AT ALL FIRE WALL PENETRATIONS FOR THIS DUC]WORK INSTALLATION. D. PROVIDE AND INSTALL LABELS ON ALL MAIOR BRANCH DUCTS AND SOFFITS. EXAMPLE: ~ 4. COORDINATE UECHANICAL INSTAIIABON OF DUCTWORK AND EQUIPMENT WITH BUILDING STRUCTURE. 5. AIR HANDLER UNITS ON THIS LEVEL ARE VERTICAL AND RETURN IS FROM ]DE SIDE TOWARDS BO]TOM. 6. REGISTERS ON THIS LEVEL SERVE ZONES ABOVE EXCEPT AS NOTED. 7. CEILING MUST BE 1 HOUR RATED IN ALL LOCATIONS WITH DUC'P/YORK. 750 CFM INSTALL DUC]~/ORK UR INSIDE JOISTHAY. I FABRICATE TRANSITIONS TO CONFORM TO DUCT REQUIREMENTS. SEE SPECIFICATIONS AND PROVIDE SHOP DRAWINGS. TYPICAL FOR All RETURNS. -- -AB×6 AHU #D !x12 EXHAUST DUCT ROUTED UP TO ATRC. EXHAUST DUCT ROUTED PARALLEL WITH JOIST SHALL BE UP INSIDE JOIST. r SOFFIT INSTALL THIS / DUC'fiVORK UP ~/___ INSIDE BAY. VERTICAL EXHAUST DUCT CHASE TO BE 12 INCH x 16 INCH INSIDE DIMENSION. 12x18 AHU (158 !_ECTPICAL CLCEET DUCT ROUTED ~ PARALLEL - '~,~' , WOH JOIST 320 CFM SHALL BE UP ~ ~ RISE UP INTO JOIST BAY. PROVIDE AND INSTALL FIRE DAMPER AT CEIUNG PENETRATION. 12x10 /SOFFIT 570 CFM 190 CFM 7¢ -10x10 ~ ~_ ANu #5 #7 (135 LBS.) (163 INS.) ROOM REMAIN BELOW SUPPLY DUCT WITHIN MECHANICAL ~,, ~ ROOM. 800 CFM INSIDE JOIST. SEE MECHANICAL FOR EXHAUST DUCT SIZING. 530 CFM ', '/,/ORK -o,.,~, FIRST FLOOR AND BASEMENT RETURN SHOWN OVER BASEMENT PLAN CONTRACTORS 1. CONIRAOTORS SH.&U. PERFORM WORK IN A NEAr, PROFESSIONAL. WORKMANUKE ~V~NNE~ WJlTI STRICT AOHB~ENC£ TO ITI£ STALE 8UILOING COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED PROVIDE AND FIRE DANPERSAT WAll AND DROP DOWN TO ANU HERE. REFER TO SHEET MI7 BASEMENT HVAC VENTING SYSTEM DETAIL FOR MECHANICAL ROOM VENTINO REOUIREMENTS 7 I I~ I 9 I 10 I 11 / 750 CFM ,3Cn3E 370~/~ ~ CFM ~'Z§ ,/ 800 CFM i I PRO EHCI? MAX SLOPE OF TRANSITIONS I. W MIN. R=W OTHERWISE USE VANED ELL MIN, RADIUS OF CURVED El. BOW DA~PER OOUBLE VANE VANED SQUARE ELBOW EXHAUST DUCT~ ROUTED pARALLEL WITH JOIST SHALL; BE UP INSIDE /JOIST' VENDII4C MACHIrlE EXHAUST DUCT EXHAUST DUCT ROUTED PERPENDICULAR TO JOIST SHALL BE UP AGAINST JOIST AND IN A SOFFIT. 570 CFM 190 CFM ! EEDROOkl ROUTED UP T~) VERTICAL EXHAUST AITI , DUCT CHASE TO BE 12 INCH x 16 INCH , ~ INSIDE DIMENSION. F:rITP 1 5~FM ~ © FIRST FLOOR RETURN REGISTER LOCATIONS NO SCALE DUCT CONSTRUCTION DETAIL (TYPICAL) o ~ ,,~Z ..L ._1 REVISIONS DRAWN MAC I APPR. C~L DATE ,~Sl"' I ;-'M~ 25, 2000 SCALE 114'-1'--0' SHEET NO. M-3 SUPPLY FLOOR GRILL/DIFFUSE8 SERVING FIRST FLOOR OFFICE, CONTRACTORS COPYRIOHT © 2000, DESIGN LEARNED INCORPORATED SUPPLY F~OOR GRILL/DIFFUSER SERVING FIRST FLOOR HANDICAP APAR~ENT KITCHEN, SUPPLY SIDEWALL GRILL/DIFFUSER SERVING FIRST FLOOR HANDICAP BATHROOM. SUPPLY FLOOR GRILL/DIFFUSER SERVING FIRST FLOOR PANTRY- AREA. SUPPLY DUCT SERVING BASEMENT MECHANICAL SYSTEM VIEWED FROM THE SOUTHWEST e__e ! DRAWN MAC I APPR. c~g DATE ,.~EPTEMB~J 2~, 2000 SCALE NO ~ALE M-4 1 I 2 I ~ I '$ I ~ I 2,,$0 CFM ZONE 240 CFM ~ I I I ZONE #2 __ 200 CFM BE)ROOk~ #8 12x8 200 CFM 180 CFM VERTICAL EXHAUST DUCT CHASE TO BE 12 INCH x 16 INCH INSIDE DIMENSION. 200 CFM BEDROOM #2 180 CFM 80 CFM " 80 CFM MVD ZONE #,5 28OC~M //4 2x 8EDROObl #3 ~VD MVD 240 CFM GENERAL NOTES: 1. PROVIDE AND iNSTALL FIRE BLANKETS TO MAINTAIN A 1 HOUR RATING. 2. PROVIDE AND INSTALL LARELS ON All M/gOR BRANCH DUCTS AND SOFFITS. EXAMPLE: r~ 3. COORDINATE MECHANICAL INSTALLATION OF DUC1~/ORK AND EQUIPMENT WITH BUILDING STRUC'RJRE. 80 CFM 320 CFM 8EDPOOkl //7 DUCT DB~CTORS (TYPICAL OF 3 SEB/IND SECOND FLOOR), SUPPUED BY ELECTRICAL SHALL BE INSTALIFD IN nE SUPPLY DUCT PRIOR TO ANY AND ALL BRANCH DUC~ORK. COORD[NA% INSTALLATION W~H ELECTRICAL CONTRACTOR. ,9 280 CFM 280 CFM 18x12 MVD 12x10 ~D I ; I SECOND FLOOR SUPPLY DUCTWORK AIR HANDLER UNffS IN AITIC ARE HORIZONTAL AND SUPPLY IS FROM THE END. CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED FLEXIBLE RESIUENT HARDWARE FLEXIBLE (SPRING CONNECTION DUC~ORK DUC1WORK AHU ATdC JOIST SPRING-18OLATION DETAIL NOT TO SCALE § I 7 I 8 I 9 I lg I 11 I I I I ZONE #1 ZONE #2 EEBROOM //1 48O ( DH DN 400 CFM ~Z2 BEE, ROObl #2 200 CFM EX H,~"f~['~UU~T ROUTEDI PERPENDICUL~R TO JOIST SHALL BE UP AGAINST JOIST AND IN A SOFFIT, EEE,<,3M //3 EX -- EX 12x12 EXHAUST DUCT ROUTSD~UP TO A~IC T~ROUDH VE~lC~ C~E. EX --EX -- 40 CFM ,, __ 16x15 ZONE 12x12J II 520 CFM BEE, ROOM //7 EXHAUST DUCT ROUTED JOIST SHAll BE UP INSIDE JOIST. PROVIDE REDUNDANT MIXING BOX FOR FRESH AIR INTAKE. BE[,;901,1 #6 360 CFM,__ 280 CFM 240 CFM x BEDFODM //4 280 CFM 280 CFM I 400 CFM UEUROOM #5 I I I SECOND FLOOR RETURN/EXHAUST DUCTWORK 5 MAX SLOPE OF TRANSITIONS LEGEND DVD MANUAL VOLUME CONTROL DAMPER SUPPLY AIR FLOW DIRECTION i - RETURN AIR FLOW DIRECTION FD FIRE DAMPER ### CFM~('~')Z THERMOSTAT LOCATION (Z=ZONE CONTROL) ~ DIFFUSER IDENTIFICATION TAQ (~) DUCT SMOKE DETECTOR IYPICAL FITrINO WITH TURNING VANES FLEXIBLE DUCT CONNECTION ~ SUPPLY DIFFUSER --EX EXHAUST DUCT R RETURN j FLOOR DRILl r/REDISTER GRILLE/REGISTER ~ EXHAUST DRILLB ~' '~ SIDEWALL DRILLE/REOISTE]~ A.F.F. ABOVE FINISHED FLOOR i. W MIN. R=W OTHERW SE ~ VANED ELL. MIN. RADIUS OF CURVED ELBOW DOUBLE VA~ DAUPER VANED SQUARE ELBOW NO SCALE DUCT CONSTRUOTION DETAIL (TYPICAL) 8 REVISIONS DRAWN MAC J APPR. ,CSL SCALE 1/4'-1'-0' SHEET NO. M-5 .I ] 'z T DUCT SERVING BEDROOM I Z -SUPPLY DUCT SERVING BEDROOM #1. SUPPLY DUCT SERVING ONTRACTORS )PYRIOHT © 2000, DESIGN LEARNED INCORPORATED AIR HANDLER UNITS 1, 2, AND 3 ARE~' IE A1TIC SPACE. SUPPLY DUCT SERVING BEDROOM COMMON AREA. A'l-llC MECHANICAL SYSTEM VIEWED FROM THE SOUTHWEST REVISIONS DRAWN MAC I APPR. ~ DATE SEPTEMBER 25, 2000 SCALE NO SCALE SHEET NO. M-6 MECHANICAL SCOPE OF WORK THE MECHANICAL WORK FOR THE NEW HAY HARBOR CLUBHOUSE CONSISTS OF A FORCED AIR HVAC SYSTEM WITH GAB FIRED FURNACES AND ELECTRIC COOUNG. THIS SYSTEM WAS CAR~ULLY DESIGNED TO CALCULATED LOADS FOR HEATING AND COOUNG ON A ROOM-BY-ROOM BASIS. WHILE WE RECOGNIZE THAT THERE ARE MARY POSSIBLE ALTERK~TIVE DESIGNS, WE BELIEVE THAT THIS ARRANGEMENT WILL PROVIDE THE MOST FLEXIBILIS~ TO THE OWNER WNH THE BEST PERFORMANCE FOR THE COST. THE OWNER SHOULD UNDERSTAND THAT WE MABE MANY CAREFUL DECISIONS FOR EQUIPMENT, SYSTEM DESIGN, AND DUC~ORK LAYOUT TO MEET THE NEEDS OF THE BUILDING. THIS IS A COMPLEX BUILDING WITH FIRE SEPARATED SPACES. WE HAVE MADE EVERY EFFORT TO ANTICIPATE AREAS OF INTERFRRENCE AND DIFFICULT INSTALLATION. THESE ARE NOTED ON THE DRAWINGS. GENERAL CONTRACTORS SHOULD REVIEW THE ELECTRIOAL, MECHANICAL, AND PLUMBING ROUTINGS CAREFULLY TO UNDERSTAND THE ORDER OF INSTALLATION. CONTRACTORS MAY NOT DEVIATE PROM THE DESIGNS WITHOUT APPROVAL FROM THE ENGINEER ON SHOP DRAWINGS AND SUBM~TALS. DUE TO THE DIFFERENT USES OF THE SPACE AB WELL AS SOLAR RADIATION GAIN, THE BUILDING IS SPLIT INTO SEVFM ZONES. THE UPP~ FLOOR IS RESIDENTIAL IN DESIGN AND HAS THREE ZONES FOR THE THREE RESIDENTIAL AREAS. THE CONTRACTOR IS TO INSTALL THE CAS FIRED FURNACES WITH MIXrNG BOXES AND PROVISIONS FOR FRESH AND EXHAUST AIR AB SHOWN. THE A1qlC FURNACES WILL VENT TO A POWER VE',ITER. THE BATH EXHAUST Will COLLECT INTO A BUILDING EXHAUST FAN. ALL OF THE SYSTEMS HAVE INDIVIDUAL AIR COOLED CONDENSERS. THE SYSTEMS ARE DELIBERATELy SEPARATE FROM ONE ANOTHER TO ALLOW THE OWNER TO BASILY ISOLATE A ZONE WHICH IS NOT IN USE. ALL OF THE CEILING REGISTERS INCLUDE FIRE HATED DAMPERS THE LOWER FLOOR IS RESIDENTIAL AND COMMERCIAL IN USE AND HAS FOUR ZONES. THE 1WO RESIDENTS8_ AREAS ARE tND~DUAllY HEATED AND COOLED. NOTE THAT THE CLUBHOUSE OFFICE IS DELIBERATELY TIED TO A RESIDENTIAL ZONE. THIS IS CONSISTENT WITH THE HEATING AND COOUNG REQUIREMENTS OF THE OFRCE, WHICH ARE VERY SIMILAR TO THE APARTHENT AND VERY DIFFERENT FROM THE PRO-SHOP. THE PRO-SHOP HAS ITS OWN ZONE DUE TO THE HIGH SOLAR GAIN IN THIS SPACE, THE COMMON ARBAS (INCLUDING THE BABBMENT) ARE ZONED TOGETHER BECAUSE THE PRIMARY COOLING LOAD IN THESE AREAS OCCURS PRIMARAY DURING PERIODS OF PEAK OCCUPANCY, NOT FROM SOLAR GAIN. AGAIN, THE SYSTEMS ARE DELIBERATELY SEPARATE FROM ONE ANOTHER TO ALLOW THE OWNER TO EASILY ISOLATE A ZONE WHICH IS NOT IN USE. All OF THE FLOOR GRILLES ARE LINDi~S EXCEPT IN THE BATHROOMS. THESE GRILLES ARE F~D FROM DUCMORK IN THE BASEMENT CEILING WHICH IS EITHER ENCLOSED IN A FIRE RATED SO~FU- OR BISCRARGES THROUGH A FIRE DAMPER. IN THE BASEMENT, THE CONTRACTOR IS TO INSTALL THE CAB FIRED FURNACES WITH MIXING BOXES AND PROVISIONS FOR FRESH AND EXHAUST AIR AB SHOWN, THE FURNACES AND WATER HEATERS WILL VENT TO A POWER VENTER. AS WITH THE A171C SYSTEMS, THE POWER VENTERS SHALL INCLUDE FLOW OR PRESSURE SWITCHES TO PROVE FLOW PRIOR TO GAB IGNITION. THE BATH EXHAUSTS WILL COLLECT INTO THE CHASE SHOWN TO THE FIRST FLOOR CEILING AND ULTIMATELY TO THE A]TIC BUILDING EXHAUST FAR. ALL OF THE SYS'rEMS HAVE INDIVIDUAL AIR COOLED CONDENSERS. COMBUSTION AIR FOR THE FURNACES IN BOTH THE ATrlC AND THE BASEMENT Will BE DUCTED FROM FRESH AIR INTAKE LOUVERS THAT PENETRATE THE NORTHEAST WAll OF THE STRUCTURE. EXACT LOCATIONS OF ALL LOUVERS Mus'r 99 COORDIMATED WITH THE ARCHITECT AND THE OWNER. THE CAS SERVICE WILL BE A HEW, BURIED, LP CAB TANK. THE GENERAL CONTRACTOR SHALL COORDINATE WITH THE OWNER'S GAS SUPPLIER FOR TANK INSTALLATION AND REGULATION. RROVIDE ALL NEW PIPINg, FITRNGS, AND CONNECTIONS TO EACH APPLIANCE. CAS PIPING HAS BEEN SIZED FOR 11 iN WG BASED ON A IYPICAL SECONDARY PRESSURE FROM AR U~ RECUEATOR. ANY ALTERNATIVE PIPING ARRANGEMENTS SHALL BE SUBM~TED FOR APPROVAL PLEASE READ THE DRAWINGS AND SPECIFICATIONS CAREFULLY. WE WILL REtAEW THIS INSTALLATION FOR COMPUANCE WITH ALL ASPECTS OF THESE DESIGNS EXCEPT AS MODIFIED WITH APPROVAL ATTIC SPACE AHU ARRANGEMENT AHU 1/2 INCH .-~ 40 MBE 4~ MBH 2 TON~ J 2 TONS NOTE 3/4 INCH ~ THE CAS PIPE SIZES ARE BASED ON THE 1992 EDITION OF NFRA 54. THIS SKETCH IS NOT 1 INCH DRAWN TO SCALE, AND THE UNEAR DIMENSIONS ~ / _ -- SHOWN IN THIS DIAGRAM ARB APPROXIMATIONS. / THE BTU VALUES FOR THE AIR HANDLERS AND  _ V~EllCAL WATER HEATERS ARE BASES ON THE EQUIPMENT D~HAUST~,,~, SPECIFIED. THEREFORE ANY SuBsmTUTION MAY C~H~ REQUIRE A RE-CALCUEAllON OF PiPE SIZES. ~ 5'-1" AHH #5 120 MBH 5 TONS ~ 1 INCH GAB PIPE SUPPLYING A171C ,/'--AIR HANDLERS (200 MBH TOTAL), ROOTED UP THROUGH DUCT CHABE. CAS MAIN FROM TANK, 1-1/4 INCH DIAMETER, /- 1-1/4 INCH APPROXIMATELY 85 F~ET LONG. / EXHAUST 1/2 INCH DUCT AHU #4 ~ AHU #5 CHASE ~ 3,8 TONS ~~2.5 TONS · ~ ~ 1/2 ~HON ~""- 1 iNCH 6.0 TONS /-1/2 ,Nc, 16,6 MBHi BASEMENT SPACE AHU AND WATER HEATER ARRANGEMENT GAS PIPE 8IZE8 - BASED ON 8CHEDULE 40 BLACK 8TEEL 3ONTRACTORS ;OPYRIGHT © 2000, DESIGN LEARNED INCORPORATED TO EXHAUST FAN (SES FRESH AIR AND 1905 CFM 16~ BUILDING EXHAUST ~ ~ j SYSTEM DETAIL) I 175o cFM 7~ 8~ 8~ 9¢ 10~ ZONE 4 ZONE 4 ZONE 4 APT. MEN HCP. MEN 5¢ ZONE 7 ZONE 7 WOMEN MEN ZONE 5 ZONE 5 ZONE 5 HCP. HCP. APT. WOMEN WOMEN ZONE 7 ZONE 7 ZONE 7 HCP. DRYER DRYER 7# J FROM Afl'lC HVA~'J HETHRN EXHADST J 155 CFM A'nlc 1450 CFM 870 CFM 12¢ FI~T R.(XSR FROM MASMENT HVABI ! = RETURN EXHAUST 10~ 390 CFM NOTES: 1. EXHAUST SYSTEM SHAll BE ADHESIVE SEALED AMD TAPED. 2. DO NOT USE SCREWS OR OTHER PENETRATIONS. EXHAUST SIZED FOR 3. FABRICATE SEAM LAPS IN THE DIRECTION OF FLOW. 0.2 IN. WO./lOO ET. EXHAU8T 8Y8TEM 81ZING D 'AIL FIRE ALARM / T-STAT 2 ~- SHUT-DOWN SIGNAL / SWITCH IN CLOSET T-STAT 1 ~-' MIX BOX ~ ARU 1  MIX BOX ~_ AHU 2 MiX BOX J T-STAT 5 J A LAMINATED NOTE WITH THE FOLLOWING INSTRUCTIONS SHAll BE PERMANENTLY/~c~IXED TO THE WALL ADJACENT TO THIS SWITCH, AS WELL AB ON THE WALL NEXT TO THE CLOTHES DRYERS: "EXHAUST FAN SWITCH SHALL BE LEFT ON WHENEVER THE BUILDINC IS OCCUPIED. IT MAY BE SHUT OFF AT THE DISCRETION OF THE OWNER DURING THE WINTER, PROVIDED NO ONE IS OCCUPYING ANY SPACE WITHIN THE BUILDING.' BASEMENT 8PACE POWER VENT FRESH AIR AND BUILDING EXHAUST 8Y8TEM CONTROL WIRING SCHEMATIC E I 2INCH PVC SYMBOL LINE ~.~ FYX~ FV FYFV-~--~ COMBUSTION AIR -- CA 3¢ ~'~ C-A~ -- CA FURNACE VENtiNg -- SUPPLY ~.~-- CA CA SUPPLY~x ~.~ FRESH AIR -- FA EXHAUST AIR -- EX ;~ 1000 CFM ;~ 800 CFM AHU 2 INCH PVC~ AHU #1 #2 J 3 INCH PVC EXHAUST 40 MBH FRESH AIR EXHAUST 40 MBH FRESH AIR AIR 40 CFM 2 TONS 120 CFM AIR 40 CFM 2 TONS 120 CFM ~ MIXING ~ ~ MIXING ~ ! i 5¢ ROUND EXHAUST LOUVER IN CABLE, ~ BOX ~ ~ 4~ BOX -- FA~ ~ I ~- VENT PRODUCTS MODEL #27~0-49, 4¢ ~ 36 INCH DIAMEIE~. I RETURN RETURN HArN-PROOF FRESH AIR LOUVER ~1 920 CFM ~ ~ 720 CFM ~' WITH 1/2 INCH BIRD SCREEN IN J ;~ J i F CABLE' VENT PRODUCTS MODEL EXHAUST -- \ 5(~ ~ FRESH AIR ~ FRESH AIR 355 CFM k 475 OFM OUT EXHAYST 16~ ~,~'~ ~'-.- FA FA ~ FA~N'~ IFA /~,,-- >~ FAN I EX ~.~X ~/ FA~ ~ FA ~ EXHAUST FRESH NR ,.< ~-4" _ AIR 75 CFM 235 CFM ~ GREENHECK ~ 5¢ ---$-- MIXING ~ ~// ~ FABRICATE 4 INCH DIRm J BOX ~ DEEP PLENUM DRIVE EXHAUU~R, 17~5 RN, ANU 120v/g. BA/I¢ 14¢ BUILDING EXHAUST DUCT. #3 UP FROM BABEMENT, FIRST, 120 MBHJ MECHANICAL CONTRACTOR TO VERTICAl) AND SECOND FLOORS - 1750 5 TONS 3~ PROVIDE WIRING, CONT~OES, EXH CFM. THIS DUCT EXHAUSTS~ -- CA CA :A CA AND EQUIPMENrF SUCH THAT DUCT FROM ALL BATHROOMS, CLOTHES m ~ ,~' THE POWEN VENTER WILL BE CHASE DRYERS, AND FROM THE AIR! t j ~ ENERGIZED BY OPEHATION OF HANDLERS IN THE BASEMENT. ~ -- -- ANY OF THE GAB-FIRED AIR SUPPLYI / HANDLERS IN THE Afl.lC. NOTES: 2000 CFM '~ PROVIDE PRESSURE OR FLOW SWITCH TO PROVE FLOW 1. SEE SPECIFICATIONS FOR TRAN~rlONS, TARE-CFR RABRICATJON, ~ R/ FV FV AND OTHER REQUIREMENTS. 2. POWER VENT TO OPERATE PRIOR TO ANY FURNACE IGNITION. POWER VENT 3. EXHAUST FAN TO OPERATE CONTINUOUSLY WITH SWITCH IN FIRST FLOOR ELECTRICAL CLOSET EABELED AB SHOWN. FIELD CONTROLS 4. USE ROUND DUCT ON EXHAU~ SYSTEM. PVG-SOO I-IVAC VENTING SYSTEM DERAIL P. AIN-PROOF FRESH AIR LOUVER WITH 1/2 iNCH BIRD SCREEN LOCATED IN MECHANICAL ROOM WAL.~ VENT PRODUCTS MODEL #4650-31-81, S6W x 20H x 6D ~ GALVANIZED 16 CA. STEEL FIXED LOUVER. 4¢ 5¢ ~' CA CA CA CA CA CA /~A CA, CA- CA CA CA CA~ CA VERTICAL ~ , f~ DUCT ~ FA FA ~ FA ~RT~ CHASE ~ ~ ~ F~RICA~ 4 INCH j ~ 4¢ ~ ~UST 3~ 16~ 1D~ AIR ~ C~ ~ ~ TS50 CFM ~ ~ E;~ + J FRESH NRX 8¢ ~ ~ MEC~NIC~ CONT~CTOR ~ 6¢ ~ SUPPLY AHU ~4 ~l~ ~ ~ BOXTOco~o~,PRO~DE~DWIRING,EQUiPMENT j ~ 28.2 MBH BOX 2~ MBH ~ ~ Ex 1,~40 CFM 3.6 TONS 1120 CFM 760 C~ 2.5 TONS 1,DO0 CFM SUCH ~T ~E POWER ~ R~RN ~ESH AIR EXHAU~ EN~GIZ~ ~ OPtiON ~ { AIR ~56 cm J ~ 4¢ 2~ / ~Sm~. PRO, DE ~ ~i ~ m SWnCH TO PRO~ ~OW ~X -- F~- FA FA ~FA % FA m 12~~ ~~ PRIOR TO ~ IONffmON. m~ 6~ ~ C~ F~ AIR 150 C~ ~ ~0 CFM R~URN SUPPLY ~U 8 BOL LINE ~ 52 MBH BOX ~RNACE ~ P~ING TO BE TUCKED 2,400 C~ 6.0 TONS 1,920 CFM FA UP INTO CORNER WH~E W~ ME~S -- -- CEIUNG IN ~ENT ~O~GE, - ~ESH ~R J 60 CF~ COBBUS~ON MR RA~S, ~ ~ECHAMIC~ ROOMS. T 630 CFM FURNACE ~N~ ~FA 12~ ~ESH NR ~XHAD~ NR BASE E VE NG SYS M D AIL NOTE INSTALUNO CONTRACTOR SHALL LABEL All PIPES AND DUCTS TO INDICATE FUNC~ON AND DIRECTION OF FLOW, REVISIONS DRAWN ~.C I~PR. COL D^T~ 8EPTEMBEF125, 3000 SCALE ~ 8C.~J.-E SHEET NO. M-7 f -r 760 760 770 760 60 670 BB0 690 940 950 960 980 990 TOTAL FIRST FLOOR DUCT ~PE RECTANGULAR RECTANGULAR ROUND RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR ROUND RECTANGULAR ROUND RECTANGULAR NECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR ROUND ROUND ' RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANOULAN BECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR ROUND ROUND RECTANGULAR RECTANGULAR ROUND RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR ROUND RECTANGULAR RECTANGULAR RECTANGULAR ROUND ROUND ROUND ROUND I RECTANGULAR ROUND ROUND RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR BECTANGULAR RECTANGULAR RECTANGULAR RECTANOULAN RECTANGULAR 26.000 26.000 28.000 26,000 26.000 26,000 26.000 28,000 26,000 28,000 26.000 26,000 29.0 26.000 33.0 26.000 33.0 26,000 25.0 28,000 142.0 28,000 80,0 26.000 28.0 26,000 13.0 9.0 26,000 29.0 26.000 22.0 26,000 93.0 26,000 12.0 26,000 64.0 26.000 104.0 26,000 100.0 26,000 26,000 26.000 26,000 26.000 26,000 26.000 26.000 26.000 26,000 26.000 26,000 26.000 26,000 26.000 26.000 26,000 26,000 26.000 26.000 26.000 26.000 26.000 26.000 28.000 28,000 26.000 26.000 26.000 26.000 26,000 26.000 26.000 55.0 28.000 91.0 26.000 124.0 26.000 240.0 26.000 25.0 28,000 76.0 28.000 4.0 28.000 1.0 28.000 3.0 26.000 7.0 28.000 0.0; 28.000 26.000 26.000 26.000 26,000 ' 26.000 26.000 26.000 26,000 26.000 26.000 26.000 NOTE: ALL DUCT AND FITTING SCHEDULES ARE APPROXIMATE, AND ARE PROVIDED AS A COURTESY TO THE CONTRACTOR. DEVIATIONS IN DUCT ROUTING WILL CREATE DIFFERENCES IN THESE MATERIAL LISTS. RECTANGULAR FIRST FLOOR Fll-rlNG SCHEDULES lYPE NAME GAUGE A B 26.000 12x12 12x18 LATENAL TAKEOFF 28,000 6Bio 6Bra ROUND RECTANGULAR LAT, TAKEOFF W/ 45 DEG. ENTRY 26.000 lox4 10x4 RECTANGULAR 26,000 4xt0 lox6 RECTANGULAR CENTER RV ELBOW 26.000 4x10 lox6 RECTANGULAR I 270 MITERED ELBOW 26,000 12x16 RECTANGULAR 270 MITERED ELBOW 26,000 16x12 SECOND FLOOR DUCT 8CHEDULE lYPE LEND1? GAUGE RECTANGULAR LAT. TAKEOFF W/ 45 DEC. ENTHy 26,000 6x4 RECTANGULAR LAT. TAKEOFF W/ 45 DEg. ENTRY 26.000 6x6 6x6 RECTANGULAR 270 MITERED ELBOW 26.000 4x6 RECTANGULAR 26.000 6x14 6x18 RECTANGULAR 270 MITERED ELBOW 26,000 6x6 RECTANGULAR CENTER RV ELBOW 26.000 4x6 2x8 RECTANGULAN CENTER RV ELBOW 26,000 6x6 2x8 RECTANGULAR 90 I, EfERED ELBOW 26.000 16x12 16x12 RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR LAT, TANEOFF W/ 45 DEC. ENTRY 26.000 4x12 4x12 26.000 12x4 36x4 LAT, TAKEOFF W/ 45 DEG. ENTRY 26,000 10x6 10x6 CENTER RV ELBOW 22.000 12x16 48x6 RECTANGULAR MITERED ELBOW 26.000 12x12 J 12x12 RECTANGULAR 26.000 12x12 lOxlO RECTANGULAR 270 MITERED ELBOW 26.000 10x10 lOxlO RECTANGULAR CENTER RV ELBOW 26.000 lOxlO 36x6 ROUND ROUND RECTANGULAR go REGISTER BOOT 28.000 7Dia 5x12 LATERAL TAKEOFF 28.000 7Dia 7Dia 26,000 6x10 6x12 ROUND 90 ELBOW 28.000 7Dia 79io RECTANGULAR ELBOW IN DIFF, PLANES 26.000 12x12 12x12 RECTANOULAN CENTER RV ELBOW 22.000 12x12 48x6 RECTANGUDkR 270 MffERED ELBOW 26,000 14x24 14x24 RECTANGULAR 270 MITERED ELBOW 26.000 16x18 16x1B RECTANGULAR 26,000 14x24 16x18 RECTANGULAR CENTER RV ELBOW 22.000 18x16 60x8 RECTANGULAR CENTER RV ELBOW 22,000 16x18 6Dx8 RECTANGULAR LAT. TAKEOFF W/ 45 DEG. ENlRY 26.000 12x10 12x10 RECTANGULAR 90 MITERED ELBOW 26,000 12x10 12x10 RECTANGULAR SQUARE TO ROUND 26.000 12x10 gDia ROUND 90 ELBOW 28.000 9Dia RECTANGULAR MITERED OFFSET 26.000 I0x12 10):12 ROUND 90 SMOOTH ELBOW 28,000 9Dia RECTANGULAR LAT. TAKEOFF W/ 45 DEC, ENTRy 26.000 6x6 RECTANGULAR 26.000 18x16 16x14 RECTANGULAR END CAP 26.000 16x14 RECTANGULAR CENffER RV ELBOW 26,000 12x16 lOx6 RECTANGULAR LAT. TAKEOFF W/ 45 DEG. ENTRY 22.000 60x8 60x8 RECTANGULAR CENTER RV ELBOW 22.000 Mx16 60x8 RECTANGULAR 270 MITERED ELBOW 26.000 12x18 12x18 RECTANGULAR 270 MITERED ELBOW 26,000 18x12 18x12 RECTANGULAR 26.000 12x12 12x14 RECTANGULAR 270 MITERED ELBOW 26,000 12x14 12x14 RECTANGULAR 270 MITERED ELBOW 26.000 14x12 14x12 RECTANGULAR 26.000 14x12 12x12 RECTANGULAR 26.000 12x12 12xlO RECTANGULAR 270 MITERED ELBOW 26,000 12x10 12x10 RECTANGULAR RECTANGULAR LAT. TAKEOFF W/ 45 DEC, ENTRY 26.000 8x6 8x6 RECTANGULAR 26.000 6x8 6x10 RECTANGULAR CENTER RV ELBOW 26.000 10x12 t0x6 10x6 10x6 I0x6 8x6 8x6 8x6 RECTANGULAR RECTANGULAR LAT. TAKEOFF W/ 45 DEG, ENTRY 26.000 26.000 270 MITERED ELBOW 26.000 RECTANGULAR 90 MITERED ELBOW 26.000 8x6 8x6 RECTANGULAR LAT, TAKEOFF W/ 45 DEG. ENTRY 26,000 6x4 6x4 RECTANGULAR CENTER RV ELBOW 26.000 4x6 4x8 RECTANGULAR 270 MITERED ELB0W 26,000 6x8 6x8 RECTANGULAR CENTER RV ELBOW 26,000 8x6 4x8 RECTANOULAR 90 MITERED ELBOW 26.000 12x12 12x12 RECTANDULAR BULL-HEAR TEE 26.000 12x12 26,000 12xlO 10x8 NUMBER RECTANGULAR RECTANGULAR 90 MITERED ELBOW 26.000 10x8 RECTANGUL~.R RECTANGULAR LAT. TAKEOFF W/ 45 DEG. ENTRY 26,000 lox4 CENTER RV ELBOW RECTANOUbAR RECTANGULAR CB~TER RY ELBOW RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR RECTANGULAR ROUND RECTANGULAR RECTANGULAR LAT. TAKEOFF W/ 45 DEG. ENTRY 270 MITERED ELBOW SQUARE TO ROUND 90 SMOOTH ELBOW 90 MITERED ELBOW RECTANGULAR LAT. TAKEOFF W/ 45 DEC, ENTRY 90 MITERED ELBOW RECTANGULAR 270 MITERED ELBOW RECTANGULAR SQUARE TO ROUND ROUND 90 SMOOTH ELBOW RECTANGULAR LAT. TAKEOFF W/ 45 DEG. ENTRY RECTANGULAR LAT. TAKEOFF W/ 45 DEG. ENTRY RECTANGULAR LAT. TAKEOFF W/ 45 DEG. ENTRY RECTANGULAR LAT. TAKEOFF W/ 45 DEG. ENTRX RECTANGULAR SQUARE TO ROUND RECTANOULAR LAT. TAKEOFF W ENTRY RECTANGULAR RECTANGULAR RECTANGULAR REC'rANGUL,~,R SQUARE TO ROUND ROUND 90 SMOOTH ELBOW ROUND LATERAL TAKEOFF ROUND ELBOW ROUND SMOOTH ELBOW RECTANDULAR CENTER RV ELBOW ;ONTRACTORS ',OPYRIGHT © 2000. DF. SIGN LRARNED INCORPORATED 26.000 26.000 26.000 26,000 26.000 26.000 26.000 26.000 12x12 4x10 B×10 lOx4 18x12 4x10 14x24 24x14 10×6 10x4 10x4 6x10 10x6 10x4 16x12 6x10 14~4 24x12 20x12 26.000 24x12 26.000 20x12 14x12 28 26.000 14x12 26,000 28.000 26,000 26.000 26.000 26.000 26.000 28.000 26.000 26.000 10x6 16x12 lOxB 10x8 lOxB lOxB 8Dig 10x6 lOxB lOxlO 10x4 10x10 14x6 4x10 26.000 26.000 26.000 26.000 26.000 10x6 6Dia 6Dia 16x12 lox6 lox8 10x8 8Mia 8Dig I0x6 lox8 lOxlO 10x4 14x6 6x10 26.000 10x6 26.000 10x6 10x6 10x6 26,000 6Dig 28.000 6Dia 66~ 28.000 6Dig 6Dia 28.000 6Dia 60io 28.000 6DTo 6Dia 26.000 4xlO 6xlO ROUND 47.0 12x10 RECTANGULAR 51.0 28.000 26,000 12xlO RECTANGULAR 125.0 26.000 12xlO RECTANGULAR 44.0 26,000 80~ ROUND 10.0 12x16 8Dia ROUND 45.0 16x12 8Dia ROUND 6x4 800 ROUND 1 10 11 I2 13 14 15 16 17 22 24 29 31 32 33 35 S6 37 38 39 4 40 41 42 43 6Dia ROUND 28.000 28,000 9.0 28.000 26.0 28.000 12.0 28.000 8Dia ROUND 123.0 8Die ROUND 8Dio ROUND 6Dio ROUND 8Die ROUND 8Dia ROUND ROUND 45 46 47 28.000 42.0 28.000 47.0 28,000 30.0 28,000 9,0 28,000 ROUND 13.0 28.000 80~ ROUND 93.0 28,006 60~ ROUND 62.0 28.000 6Dig ROUND A3.0 28,000 80~ ROUND 11.0 28.000 8Dig ROUND 6.0 ROUND 78.0 16x12 RECTANGUU~R 254.0 26,000 ROUND 0.0 26.0 97.0 28,000 28.000 28.000 28,000 28.000 59.0 16x16 RECTANGULAR 82.0 26,000 ' 12xlO RECTANGULAR 175.0 26.000 12x12 RECTANGULAR 129.0 26,000 8Dio SOUND 6.0 28.000 8Dig ROUND O.O 28,000 8Dia ROUND 29.0 28,000 8Dio ROUND 40.0 28,000 18x15 RECTANGULAR 99.0 26.000 12x12 RECTANOULAR 212.0 26.000 8Dia ROUND 41.0 2B.DO0 8Pla ROUND 5.0 28,000 8Dig ROUND 137.0 46.0 28.0 61.0 90.0 lOx8 RECTANGULAR 16x16 RECTANGULAR 12x12 RECTANGULAR 12xlO RECTANGULAR 10x10 RECTANOULAR 12x12 RECTANGULAR 16x16 RECTANGULAR 12x12 RECTANGULAR 52.0 12,0 49.0 36.0 74.0 43.0 7.0 g.o 56.0 12x10 RECTANGULAR 12x8 RECTANGULAR ROUND ROUND ROUND ROUND 12.0 50.0 60~ ROUND ' 80~ ROUND 8Dia ROUND 35.0 12x12 12x12 1~10 ~RECTANGULAR RECTANGULAR 53,0 RECTANGULAR 69.0 52 53 54 55 56 57 58 59 6 60 61 62 7 TOTAL 28,000 74.0 26,000 26.000 26,000 26,000 26.000 26.000 26.000 26.000 26.000 26,000 28.000 28.000 28.000 28.000 28.000 28.000 28.000 26.000 26.000 103.0 26.000 12x8 RECTANGULAR 69,0 26.000 8Mia ROUND 42.0 28.000 8Mia ROUND 16.0 28.000 8Dia ROUND 28.000 6Dia ROUND 6Die ROUND 76.0 28.000 1Dl,O 28.000 4073.0 L -7 --r ] E I 'Td' [ T7 MECHANICAL EQUIPMENT SCHEDULE AREA , HEATINGPEAK PEAK COOLING AIR ZONE 1, APARTMENT, SECOND FLOOR )NE 2, HCP APARTMENT~ SECOND FLOOR ZONE 3, DORMITORY AREA ZONE 4~ APARTMENT F1RST FLOOR )NE 5, HCP APARTMENT F1RST FLOOR (SQ FO 812 ZONE 6~ PRO SHOP 519 ZONE 7, PUBUC AREAS 3.799 PEAK HEA~NG LOAO 14,845 14,841 31,005 28,274 23,088 16~021 51,071 (BilJ/HR/SE) 18 18 21 33 28 31 SENSIBLE COOUNG (BTU/HR) COOUNG GAS RRED FURNACE CONDENSING THERMOSTAT SECTION UNIT COOLING {BTU/HR/SF) PROVIDE COIL ENCLOSURE AAN) F1LTER ACCESS DOOR ZONE 1, APAKTUEMT, SEC0ND FLOOR TRANE lXC 030 C400A TRANE TUX 040 C924 TRANE TIP 030 C300A 1RANE AY28X092 ON FURNACE/COIL ASSEUBLY. PROVIDE PLENUMS iNC. MIXING BOX AND CONIROLS TRANE TUX 040 C924 TRANE AY28X092 (BTU/HR) 24,894 3,314 20,469 3,814 46,495 6,562 08,545 6,649 28,122 5,194 21,686 4~680 63,176 21,185 GAS CONVERSION NE TRANE RAVI-PKT210A TRANE RAYLPKT210A TNANE RAYLPNT210A TRANE DAYLPKT210A TRANE RAYLPKF210A TRANE RAYLPKT21RA TRANE BAYLPKT210A TRANE AY28XO92 TRANE TrP 024 ClOOA TRANE1TP 060 C300A ZONE 2, HCP APA~MENT, SECOND FLOOR TRANE 'D(C 024 C4(I)A ZONE 3, DORMITORY AREA TRANE 'FXC 060 C500A ZONE 4, APARTMENT FIRST FLOOR TRANE ~C 045 C4DDA TRANE llJX 120 C960 PROVIDE COIL ENCLOSURE AND RLTER ACCESS DOOR ON FURNACE/COIL ASSEMBLY. PROVIDE PLENUMS INC. MINING 80X AND CONII~OLS PROVIDE COIL ENCLOSURE ~ ALTER ACCESS DOOR ON FURNACE/COIL ASSEMBLY. PROVIDE PLENUMS INC. MIXING POX AND CON1ROLS PROVIDE COIL ENCLOSURE ANq) RLTER ACCESS DOOR ON FURNACE/COIL ASSEMBLY. PROVIDE PLENUMS INC. MIXING BOX AND CONTROLS TRANE TUX 080 C942 TNANE 1TP 042 CBOOA TRANE AY28XO92 PROVIDE COIL ENCLOSURE ANq) F1LTER ACCESS DOOR ZONE 5, HCP APARTMENT F1RST FLOOR TRANE 1XC 051 C40aA TNANE TUX 040 C924 TRANE TPP 030 C300A TRANE AY28X092 ON FURNACE/COIL ASSEMBLY. PROVIDE PLENUMS INC. MIXING DOX AND CONI~OLS PROVIDE COIL ENCLOSURE ANB RLTER ACCESS DOOR ZONE 6, PRO SHOP TRANE l~C 024 C4O~ THANE TUX 040 C924 TRANE TPP 024 ClOOA TRANE AY28XOg2 ON FURNACE/COIL ASSEMBLY. PROVIDE PLENUMS INC. MIXING 80X AND CONTROLS PROVIDE COIL ENCLOSURE AND F1LTEB ACCESS DOOR ZONE 7, PUBUC AREAS TRANE 6 TON COIL - SUBMIT FOR APPROVAL TRANE TUD 100 C972H TRANE 1TA 072 CBOOA TRANE AY28X092 ON EURNASE/COIL ASSEMBLY. PROVIDE PLENUMS INC. MIXING BOX AND CONTROLS CABINET EXHAUST FAN GREENHECK 0SE-275 PRffVlDE Wll}l ALL CONIROLB AND DISCONNECT ~'FrlC POWER VENTER FIELDS CONTROLS WG-BO0 PROVIDE WITH ALL CONTHOLS AND DISCONNECT ~ASEMENT POWER VENTER RELBS CONTROLS PV~-600 PROVIDE WITH ALL CONTROLS AND DISCONNECT 35 29 S5 55 41 51 FLOW SECOND FLOOR Fll-rlNG SCHEDULE 1YPE i NAME GAUGE RECTANGULAR 26.000 ROUND 90 SMOOTH ELBOW 28.000 ROUND LATERAL TAKEOFF 28.000 ROUND 45 ELBOW 28.000 ROUND LATERAL TAKEOFF 28.000 ROUND 45 ELBOW 28.000 ROUND 90 SMOOTH ELBOW 28.000 ROUND LATERAL TAKEOFF 28.000 ROUND LATERAL TAKEOFF 28.000 RECTANGULAR 270 MITERED ELBOW ~ 26.000 RECTANGULAR BULL-HEAD TEE 26.000 RECTANGULAR MITERED OFFSET 26.000 RECTANGULAR 26,000 ROUND 90 SMOOTHELBOW 28.000 RECTANGULAR SQUARE TO ROUND 26.000 ROUND 90 ELBOW 28.000 RECTANGULAR SQUARE TO ROUND 26.000 RECTANGULAR SQUARE TO ROUND 26.000 ROUND 90 ELBOW 28.000 RECTANGULAR 26.000 RECTANGULAR 26.000 RECTANGULAR 26.000 RECTANGULAR BULLIHEAR TEE 26.000 RECTANGULAN 90 MFrERED ELBOW 26,000 RECTANGULAR 26.000 RECTANGULAR SQUARE TO ROUND 26.000 ROUND 90 ELBOW 28.000 ROUND 90 SMOOTH ELBOW 28.000 ROUND LATERAL TAKEOFF 28.000 ROUND 45 ELBOW 28.000 ROUND 90 SMOOTH ELBOW 28.000 ROUND LATERAL TAKEOFF 28.000 ROUND 45 ELBOW 28.000 RECTANGULAR 26,000 ROUND LATERAL TAKEOFF 28.000 RECTANGULAR 270 MITERED ELBOW 28,000 ROUND LATERAL TANGOFF 28.000 RECTANGULAR 26.000 RECTANGULAR 270 MITERED ELBOW 26,000 RECTANGULAR SQUARE TO ROUND 26.000 ROUND 90 SMOOTR ELBOW 28,000 ROUND LATERAL TAKEOFF 28.000 ROUND 45 ELBOW 28.000 ROUND 90 SMOOTH ELBOW 28.000 RECTANGULAR 26,000 ROUND LATERAL TAKEOFF 28.000 ROUND 45 ELBOW 28,000 ROUND LATERAL TAKEOFF 28.000 RECTANGULAR 90 MITERED ELBOW 26.000 B 24x16 16x16 6Dia 6Dia 6Dia 6DS] 6Dia 6Dia 8Die 8Die 8DK] 8Did ' 8Dia 8Dia 8Dia 8Dia 6Die 6Die 16x16 16x16 16x16 16x16 16x16 12x16 12x12 8Dia 8Mia 12xld 661o 6Dia 6D)a 1 Ox8 6DJa 12x12 8Dia 8Die 8Die 12x16 12x12 12x12 12x10 /2x10 10x10 16x16 12x12 12x12 12x10 12x8 12x8 8Dia 8Pla 8Dia 8Dia 8Dia 6DiD 6Dia 6Di~ 6Di~ 6Dig 5Dig 8Dia 8Dig 8Dia 8Dia 16x16 16x12 8Dia 8Dia 12x12 12x/2 6Mia 6Dia 12x12 12x10 12x10 12x10 12x10 8Dia 8Dia 8Die 6Dia 6Dia 6Dia 6Dia 6Dia 6Dia 16x12 12x10 8Dia 8DJa 8Dig 8Dia 8Pla 8Dia 12xlO 12xlO BASEMENT/FIRST FLOOR TERMINAL SCHEDUL-- NUMBER CEM 1YPE SIZE MODEL MFG NECKSlZE 100 370 FLR. REGISTER 18 X 6 H4002 METALAJRE 14x6 110 250 FLR. REGISTER 12 X 6 H4002 METALAIRE 10x6 110 250 FLR. REGISTER 12 X 6 H4002 ~ETALAJRE 10x6 110 250 FLR. REGISTER 12 X 6 H4002 METALA[RE I0x6 120 I ~ S.W. REGISTER 8 X 4 H~02 METALAIRE 6x4 120 I ~ S.W. REGISTER 8 X 4 H4002 METALAIRE 6x4 120 I 8O S.W, REGISTER 8 X 4 H4002 METALAIRE 6x4 120 80 S.W, REGISTER 8 X 4 H4002 MCTALAIRE 6x4 120 80 S.W. REGISTER 8 X 4 H4002 METALYdRE 6x4 130 160 S.W. REGISTER 8 X 6 H4002 MCTALAIRE 6x6 140 180 FLR. REGISTER I0 X 6 2000 F METALAIRE 8x6 150 190 FLR. REGISTER 10 X 6 2000 F METALA(RE 10x4 15o 1~0 FLR. REGISTER 10 X 6 2000 F METALAIRE 10x4 150 19~ FLR. REGISTER 10 X 6 2000 F METALAIRE lox4 150 190 FLR. REGISTER 10 X 6 2000 F METALAIRE 10x4 150 190 FLR. REGISTER 10 X 6 2000 F METALNRE 10x4 150 190 FLR. REGISTER 10 X 6 2000 F METALAIRE 10x4 150 190 ! FLR. REGISTER 10 X 6 2000 F METALAIRE 10x4 150 1901 ~R. REGISTER 10 X 6 2000 F METALAIRE 8x6 150 1~0 FLB, REGISTER 10 X 6 2000 F METALAIRE 8x6 150 190 FIR. REGISTER 10 X 6 2000 F METALAINE 8x6 160 200 F~R. REGISTER 10 X 8 2O00 F METALAIRE 10x4 160 200 FLR. REGISTER 10 X 6 2000 F METALAIRE I0x4 160 200 FLR, REGISTER 10 X 6 2000 F METALAIRE 10x4 160 2~ FLR, REGISTER 10 X 6 2000 F METALAIRE 10x4 170 180 FLR. REGISTER 10 X 6 ~-000 F METALAIRE 10x4 180 80 SUPPLY 12 X 12 4010-SM NA~LBR 6Dia 180 ~0 SUPPLY 12 X 12 4010-SM NAILOR 6Dig 180 80 SUPPLY 12 X 12 4010-SM NAILOR 6Dia 190 ~ SUPPLY 12 X 12 4010-SM NAILOR 6Dia 200, 10~ SUPPLY 12 X 12 4010-SM NA&OR 6Dig 200 100 SUPPLY 12 X 12 4010-SM NAILOR 6Dia 210 200 SUPPLY 12 X 12 4010-SU NAILOR 8Dia 210 200 SUPPLY 12 X 12 4010-SM NAILOR 8Dig 220 750 FLR. REGISTER 48 X 6 SERIES 2000 METALAIRE 46x6 230 3ZO FLR. REGISTER 36 X 4 SERIES 2000 METALAIRE 34x4 24.0 800 FLR. REGISTER 48 X 6 SERIES 2000 METALAIOE 46x6 250 1510 FLR. REGISTER 60 X 8 SERIES 2000 METALAISE 58x8 260 §70 FLR. REGISTER 36 X 6 SERIES 2000 METALAIRE 34x6 270 ~gO FLR. RE01STER 12 X 5 SERIES 2000 I,/CTALAIRE 10x5 280 3~ RETURN 12 X 12 4010-SM NAILOR 9Dia 290 320 RERJRN 12 X 12 4010-SM NAILOR 8Dia SECOND FLOOR TERMINAL SCHEDULE NUMBER CFM 1YPE SIZE MODEL MFO NECKSIZE 110 I 240 SUPPLY 12 X 12 4010-SM-A NAILOR 8Dia 110 240 SUPPLY 12 X 12 4010-SM-~ NAILOR 8Dia 120 200 SUPPLY 12 X 12 4010-SM-A NAILOR BDia 120 280 RETURN 12 X 12 4010-SM NAILOR 8DiD 120 280 SUPPLY 12 X 12 4010-SM-A NAILOR 8Dig 1S0 80 SUPPLY 12 X 12 4010-SM-A NAILOR 6Dia 1S0 80 SUPPLY 12 X 12 4010-SM-A NNLOR 6Dia 150 80 SUPPLY 12 X 12 4010-SM-A N~LOR 6Dia 130 80 SUPPLY 12 X 12 4010-SM-A i NAILOR 6Dkm 140 40 SUPPLY 12 X 12 4010-SM-A NAILOR 6Dia 150 200 SUPPLY 12 X 12 4010-SM-A NAILOR 8Di~ 150 200 SUPPLY 12 X 12 4010-SM-A NNLOR 8Dia 160 240 RETURN 12 X 12 4010-SM NAILOR 8Dia 160 240 SUPPLY 12 X 12 4010-SM-A NAILOR 8Dig 160 320 SUPPLY 12 X 12 4010-SM-A NA~LOR 8Pla 170 180 SUPPLY 12 X 12 4010-SM-A NAILOR 6Dig 170 180 SUPPLY 12 X 12 4010-SM-A NAILOR 6Dig 180 280 RETURN 12 X 12 4010-SM NAILOR 8Mia 180 28U RETURN 12 X 12 4PlO-SM NAILOR 8Di~ 180 280 SUPPLY 12 X 12 4010-SM-A NAILOR 8Mia 180 280 SUPPLY 12 X 12 4010-SM-A NAILOR 8Dig 190 200 SUPPLY 12 X 12 4010-SM-A NNLOR 6Dio 190 200 SUPPLY 12 X 12 4010-SM-A NAILOR 6Dia 200 360 RETURN 12 X 12 4010-SM NAILOR 8Dia 210 400 RETURN 12 X 12 4010-SM NNLOR 8Dia 210 400 RETURN 12 X 12 4010-SM NNLOR 8Dia 220 200 RB~IRN 12 X 12 4010-SM NAILOR 8Dia 230 i 480 RETURN 12 X 12 4010-SM NAILOR 8Dig 240 40 RETURN 12 X 12 4010-SM NArLBR 6Dia 250 320 RETURN 12 X 12 4010-SM NAILOR 8D~a NOTE: TERMINAL AND MECHANICAL SCHEDULES ARE TO BE FOLLOWED. ANY DEVIATIONS ARE TO BE 8UBMI'I-rED AND APPROVED IN WRITING BY THE ENGINEER PRIOR TO PURCHASE AND INSTALLATION. 22 0.63 g DRAWN J~J~C I APPR. ~ DAT , EPTEMBER 000 SHEET NO. M-8 8ECIlON 16050 BAGK~ FI r-Cq~RICAI. MAll~RIAJ.8 AND ~ PART 1 GENERAL 1.1 SUMMARY A. SECTION INCLUDES GROUNDING ELECTRODES AND CONDUCTORS; BONDING METHODS AND MATERIALS; CONDUIT AND EQUIPMENT SUPPORTS, ANCHORS AND BABYENERS; AND NAMEPLATES AND WIRE MARKERS. 1.2 SYSTEM DESCRIPTION DROUNDING SYSTEMS USE 1WO DRIVEN GROUND RODS AS GROUNDING ELECTRODES. OROUNDINO BYSTE~ CONNECTIONS USE EXOTHERMIC WELDS. B. SELECT ~TERIALS, SIZES, AND ~(PES OF ANCHORS, FASTENERS, AND SUPPORTS TO CARRY THE LOADS Of EQUIPMENT AND RACEWAY, INCLUDING WEIGHT OF WIRE AND CABIF IN RACEWAY. ANCHOR AND FASTEN ELECTRICAL PRODUCTS TO BUILDING ELEMENTS AND FINISHES AS FOLLOWS: 1, STEEL STRUCTURAL ELEMENTS: BEAM CLAMPS, SPRING STEEL CUPS, AND WELDED FASTENERS. 2. CONCRETE SURFACES: SELF-DRILLING ANCHORS, EXPANSION ANCHORS AND PRESET INSERTS. D. HOLLOW MASONRY, PLASTER, AND GYPSUM BOARD PARTITIONS; TOGGLE BOLTS AND HOLLOW WALL FASTENERS. A, SOLID MASONRY WALLS: EXPANSION ANCHORS AND PRESET INSERTS. 5. SHEET METAL' SHEET METAL SCREWS. 6. WOOD ELEMENTS,, WOOD SCREWS. C. IDEHT~FY ELECTRICAL COMPONENTS AS FOLLOWS: 1, NAMERLATE FOR BACH ELECTRICAL DISTRIBUTION AND CONTROL EQUIPMENT ENCLOSURE. 2. WIRE MARKER FOR BACH CONDUCTOR AT PANE[BOARD GUTTERS, PULL BOXES, AND JUNCTION BOXES. PART 2 PRODUCTS 2.1 ROD ELECTRODES A. PRODUCT DESCRIPTION: COPPER OR COPPER-CUkD STEEL, I/2-INCH DIAMETER ROD ELECTRODE, 8-FEET IN LENGTH. 2.2 NAMEPLATES A: PRODUCT DESCRIPTION: ENORAVED THREE-LAYER LAMINATED PLASTIC NAMEPLATE, BLACK ~HLNS ON WHITE BACKOROUND. EMBOSSED ADHESIVE TAPE, WITH WHITE LETrERS ON BLACK RACNDROUND. B, LEITER SIZE: 1. 1/D-INCH LE1TERS FOR IDENTIFYINO INDIVIDUAL EQUIPMENT AND LOADS. 2. 1/4-1NCR L~IILKB FOR IDENTIFYING GROUPED EQUIPMENT AND LOADS. 2.3 WIRE MARKERS A. PRODUCT DESCRIPTION: SPUT SLEEVE, OR TIUBINO ~YPE WIRE MARKERS WITH CIRCUIT OR CONTROL WIRE NUMBER PERMANENTLY STAMPED OR PRINTED. PART B EXECUTION 3.1 INSTALLATION A. INSTALL ROD ELECTRODES AT LOCATIONS INDICATED. B. LOCATE AND INSTALL ANCHORS, FANTENERS, AND SUPPORTS IN ACCORDANCE WITH NEDA 'STANDARD OF INSTALLATION". C. FABRICATE SUPPORTS FROM STRUCTURAL STEEL OR FORMED METAL MEMBERS. D. INSTALL RAMER[ATES PARALLEL TO EQUIPMENT LINES, SECURE NAMEPLATE TO EQUIPMENT FRONT USING SCREWS OR RIVETS. END OF SECTION 8ECTWOM 16100 ~ ME'I~ PART 1 GENERAL 1.1 SUMMARy A, SECTION INCLUDES BUILDING WIRE AND CABLE, CONDUIT AND TUBING, BOXES, WIRING DEVICES, WIRING CONNECTORS, AND CONNECTIONS. 1,2 SYSTEM DESCRIPTION A. WIRING PRODUCTS: 1. CONDUCTOR NOT SMALLER THAN 12 AWG FOR POWER AND LIGHTING CIRCUfTS. 2. CONDUCTOR NOT SMALLER TIIAN 16 AWG FOR CONTROL CIRCUITS, 3, 10 AMC CONDUCTORS FOR 20 AMPERE, 120-VOLT BRANCH CIRCUITS CARING A LOAD OF GRBATER THAN 1900 VA FOR A DISTANCE OF MORE THAN 75 FEET, FOR THE PURPOSE OF MNNTAININO LESS THEN A THREE PERCENT VOLTAGE DROP. B. WIRING METHODS: 1. CONCEALED DRY INTERIOR LOCATIONS: BUlLDINO WIRE, 'P(PE TUHN/THWN INSULATION, IN RACEWAY, OR METAL CLAD CABLE. 2. EXPOSED DRY INTERIOR LOCATIONS: BUILDING WIRE, lYPE THNN/THWN INSULATION, IN RACEWAY. 3. ABOVE ACCESSIBLE CEILINGS: BUILDING WIRE, 17PR THHN/THWN INSULATION, IN RACEWAY, OR METAL CLA~ CABLE. 4, WET OR DAMP INTERIOR LOCATIONS: BUILDINg WIRE, lYPE THNN/THWN INSULATION, IN RACEWAY, OR METAL CLAD CABLE. 5. EXTERIOR LOCATIONS: BUILDING WIRE, lYRE THHN/~HWN INSULATION, IN RACEWAy, 6. UNDERGROUND LOCATIONS: BUILDING WIRE, TfRE THHN/THWN INSULATION, IN RACEWAY. C. CONDUCTOR SIZES ARE BASED ON COPPER, IF ALUMINUM CONDUCTOR IS SUBS1]TUTED FOR COPPER CONDUCTOR, SIZE TO MATCH ClRDUlT REQUIREMENTS FOR CONDUCTOR AMPACDY AND VOLTAGE DROP. D. RACEWAy AND BOXES ARE LOCATED AS SHOWN ON DRAWINGS, AND AT OTHER LOCATIONS WHERE REQUIRED FOR SPLICES, TAPS, WIRE PULUNG, EQUIPMENT CONNECTIONS, AND COMPLIANCE WITH REGULATORY REQUIREMENTS. E, RACE'WAY PRODUCTS: 1. UNDEROROUND MORE THAN 5-FEET OUTSIDE FOUNDATION WALL: USE RIGID RVC CONDUIT, SCHEDULE 40, UNLESS INDICATED OTHERWISE ON THE DRAWlNOS. USE CAST METAL BOXES OR NONMETALUC HANDHOLE. 2. UNDERGROUND wrI~IN 5-FEET OUTSIDE FOUNDATION WALL: USE RIGID PVC CONDUIT, SCHEDULE 40. USE CAST METAL BOXES OR NONMETALLIC HANDNOLE, D. IN OR UNDER SLAB ON GRADE: USE RIGID RVC CONDUIT, SCHEDULE 40. USE CAST METAL BOXES, 4. OUTDOOR LOCATIONS, ABOVE GRADE: USE RIGID PVC CONDUIT, SCHEDULE AO, USE CAST METAL OR NONMErALUC OUTLET, PULL, AND JUNCTION BOXES, 5. IN SLAB ABOV~ GRADE: USE RIGID PVC CONDUIT, SCHEDULE 40, ELECTRICAL METALLIC TUBING. USE CAST METAL OR NONMETALUC BOXES. 6. WET AND DAMP LOCATIONS: USE RIGID PVC CONDUIT, SCHEDULE 40. USE CAST METAL OR NONMETALLIC OU]LET, JUNCTION, AND PULL BOXES. USE FLUSH MOUNTING OUTLET BOX IN FINISHED AREAS. 7, CONCEALED DRY LOCATIONS: USE RIOID PVC CONDUIT, SCHEDULE 40, OR ELECTRJCAL METALUC TUBINO, USE SHEET-METAL BOXES. USE ELOSH MOUN'DNG OUTLLrr BOX IN FINISHED AREAS. USE SCREW COVER ENCLDSORE FOR LARGE PULLBOXES. 8. EXPOSED DRY LOCATIONS: USE ELECTRICAL METALLIC ~JBINO. USE SHEET-METAL BOXES. USE FLUSH MOUNTING OUTLET BOX IN FINISHED AREAS. USE SCREW COVER ENCLOSURE FOR LARGE PULLBOXES. F. MINIMUM RACEWAY SIZE: 1/2 INCH UNLESS OTHERWISE SPECIFIED. CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED PART 2 PRODUCTS 2.1 AS SCHEDULED. A. SUBSIITUTIONS PERMITR~D, SUBMIT MANUFACTURERS DATA SHEETS TO THE ENGINEER FOR ARPROVAL PART 3 EXECUTION 3.1 EXIS~NG WORK A. PRIOR TO DEMOLITION OF THE EXISTING CLUBHOUSE COORDINATE wrl~ FISHER ISLAND ELECTRIC TO: SECURE, DISCONNECT, AND REMOVE TNB EXISTING ELECTRICAL SERVICE ENTRANCE DROP FROM THE STRUCTURE, AND EXTEND OR REPLACE THE SERVICE DROP TO THE TSMPORANY SERVICE AS INDIDATED ON THE SITE U11LNY DRAWING SU-1. B. PRIOR TO DEMOLITION OF THE EXISTING CLUBHOUSE DISCONNECT, DISINTER AND REMOVE THE EXISTfNG ELECTRICAL FEEDER TO THE EXISTING GARAGE FROM THE STRUCTURE, RECONNECT TO THE TEMPORARY SERVICE AS INDICATED ON THE sri'[ OTILD7 DRAWING SU-1. C. WHEN WORK MUST BE PERFORMED ON ENERGIZED EQUIPMENT OR CIRCUITS, USE PERSONNEL EXPERIENCED AND TRAINED IN SUCH OPERATIONS. B. EXTEND EXISTING CIRCUITS USING MATERIALS AND MEIHODS COMRA11BLE WITH EXISTING ELECTRICAL INSTALLATIONS OR AS SPECIFIED. S.2 INSTALLAITON A THE ELECTRICAL CONTRACTOR SRALL COORDINATE WITH FISHERS ISLAND ELECTRIC COMPANY PRIOR TO THE EXCAVATING AND SUBSEQUENT INSTALLATION OF THE SERVICE LATERAL CONDUIT BEBVEER THE POLE AND THE EIRUCTURE. THE DEPTH OF THIS SERVICE ENTP, ANCE TRENCH WILL EXCEED THE DEPTH OF THE TELEPHONE POLE, AND THEREFORE MANDATES THE POLE IS HELD DURING THE EXCAVATION. B. INSTAll RACEWAY, BOXES, WIRING DEVICES, WIRE, AND CABLE IN ACCORDANCE WD~ THE NEDA 'STANDARD OF INSTALLATION.' C. ROUTE RACEWAY AND CARLE AS REQUIRED TO MEET PROJECT CONDRIONS. D. SET WALL MOUNTED BONES AT ELEVATIONS TO ACCOMMODATE MOUNTING HEIGHTS INDICATED. E ADJUST BOX LOCATION UP TO lO-PEET PRIOR TO ROUGH-IN IF REQUIRED TO ACCOMMODATE IN1ENDER PURPOSE F. DO NOT INSTALL FLUSH MOUNTING BOX RACK-TO-BACK IN WALLS; PROVIDE MINIMUM 16 INURES SEPARATION. END OF SECTION LOW-VOLTAOI~ PART 1 GENERAL 1.1 SUMMARY A. SECTION INCLUDES; PANELDOARDS, LOAD CENqERS; ENCLOSED SWITCHES, 1.2 SUBMITJ'ALS A. PRODUCT DATA: SUBMIT CATALOG DATA SHOWING PRODUCTS WITH SPECIFIED FEATURES. PART 2 PRODUCTS 2.1 ENCLOSED NONIFUSIBLE SWITCH A. MANUFACTURERS: AS SCHEDULED. 1. SUBSIITUllONS PERMllTED, SUBMIT MANUFACTURERS DATA SHEETS TO THE ENGINEER FOR APPROVAL. B. PRODUCT DESERIPTmON: NEMA KS 1, 1YPE GD WITH EXTERNALLY OPERABLE HANDLE INTERLOCKED TO PREVENT OPENING FRONT COVER wire SWITCH IN 'ON' POSITION, ENCLOSED LOAD INTERRUPTER KNIFE SWITCHi HANDLE LDUKABLE IR OFF PGSmON. C. ENCLOSURE: NEMA KS 1, 1YPE AS REQUIRED TO MEET CONDmONS. 2.2 DISTRIBUTION PANELDOARDS A MANUFACTURERS: AS SCHEDULED. 1. SUBSTITUTIONS PERMmiTED, SUBMIT MANUFACTHRERS DATA SHEETS TO THE EROINEER FOR ABPROVAL. B. PRODUCT DESERIPTION: NEMA PB 1, CIRCUIT BREAKER l~PE PANELBOARD. C. MININUM INTEGRATED SHORT CIRCUIT RATING: lO,OOO AMPERES RMS SYMMETRICAL. D. BANELBOARD BUS: ALUMINUM. E, MOLDED CASE CIRCUIT BREANERS: NENA AB 1, CIRCUIT BRBAKERS WITH INTEGRAL THERMAL AND INSTANTANEOUS MAGNETIC TRIP IN BACH POLE. PROVIDE CIRCUIT BREAKERS UL USTED AS 1YPE HACR FOR AIR CONDITIONING EQUIPMENT BRANCH CIRCUITS. F, ENCLOSURE: NEMA PB 1, lYPE AR REQUIRED TO MEET CONDmONS, G. CABINET FRONT: AB SCHEDULED, FINISHED IN MANUFACTURER'S STANDARD GRAY ENAMEL 2.D LOAD CENTERS A. MANUFACTURERS: AS SCHEDULED. 1. SUBSTITUTIONS PERMIT(ED, SUBMIT NANUFACTURERS DATA SHEETS TO THE ENGINEER FOR APPROVAL B. PRODUCT DESCRIPTION: CIRCUIT BREAKER LOAD CENTER, Wrl~ BUS RATINGS AS INDICATED. C. MINIMUM INTEGRATED SHORT CIRCUIT RATIND: 10,000 AMPERES RMS SYMMETRICAL D. LOAD CENTER BUS: ALUMINUM. E. MOLDED CASE CIRCUIT BRBAKERS: NENA AB 1, BOLT-ON T(PE THERMAL MAGNETIC TRIP CIRCUIT BREAKERS, WITH COMMON TRIP HANDLE FOR ALL POLES, CLASS A GROUND FAULT INTERRUPTER CIRCUIT BREAKER WHERE INDICATED. DO NOT USE TANDEM CIRCUIT BREAKERS. F. ENCLOSURE: AS SCHEDULED, G. BOX: FLUSH 17RE WITH DOOR, AND LATCH ON DOOR. FINISH IN MANUFACTURER'S STANDARD GRAY ENAMEL. PART 3 EXECUTION 5.1 EXISTING WORK ~ PRIOR TO DEMOLITION OP THE EXISTING CLUBHOUSE COORDINATE WITH FISHER ISLAND ELECTRIC TO: SECURE, DISCONNECT, AND REMOVE THE EXISTINO ELECTRICAL SEBVICE ENTRANCE DROP CONDUCTORS FROM THE STRUCTURE. B. LOCATE THE IO0-AMP FEEDER TO THE EXISTING DARAGE. DISCONNECT AND REMOVE THIS FEEDER AND ITS CONDUIT FROM THE EXISTING CLUBHOUSE AND THE SURROUNDING AREA TO BE EXCAVATED. THIS FEEDER SHALL THEN BE RE-CONNECTED TO A TE~POBARY SERVICE FOR THE DUBATION OF DEMOliTIONS AND A PORTION OF THE CONSTRUCTION PHASE OF THIS PROJECT. THE ELECTRICAL CONIRACTOR 9RALL PROVIDE TEMPORARY WIRING AND CONNECTIONS TO N~JNTAIN THIS EXISTING SYSTEM IN SERVICE DURING CONSTRUCTION. C. WHEN WORK MUST BE PERFORMED ON ENERGIZED EQUIPMENT OR CIRCUITS, USE PERSONNEL EXPERIENCED AND TRAINED IN SUCH OPERATIONS. D, EXTEND EXISRNG CIRCUITS USING MATERIALD AND METHODS COMPATIBLE WITH EXISTING ELECTRICAL INSTALLATIONS OR AS SPECIFIED. B I 7 I B 3.Z INSTALLATION A. THE OENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE EXCAVATION OF THE ABOVE FEEDER, INCLUDINg ITS FINAL BURIAL AND SHAll COORDINATE WITH THE ELECTRICAL CONTRAETOR REOARDINO THE REMOVAL AND BE-DONNECllON OP THIS FEEDER TO BOTH THE TEMPORARy SERVICE AND ITS FINAL INSTALLATION WITHIN THE NEW MAIN DISTRIBUTION PANEL. B. INSTALL DISTRIBUllON EQUIPMENT IN ACDORDANDE W~TH TRE NECA 'STANDARD OF INSTALLATION.' C. INSTALL DISTRIDUllON EQUIPMENT PLUMB. D. INSTALL PANELBOARDS AND LOAD DENTERS IN ACCORDANCE WITH NEJ~IA PB ti. E. INSTALL RECESSED LOAD DENTERS FLUSH WITH WALL FINISHES. P. PROVIDE l~PED CIRCUIT DIRECTORY FOR EACH PANELBOANB LOgO CRITTER. END OF SECTION 8ECllON 1~ I.~ PART 1 GENERAL 1.1 SUMMARY A: SECTION INCLUDES INTERIOR LUMIRAIRES, LAMPS, BALLASTS, AN~ A~CESSORIES. 1.2 SUBMRTALS A: PRODUCT DATA: SUBMIT DIMENSIONS, RATINGS, AND PERFOR~CE DATA, PART 2 PRODUOTS B.1 LUMINAIRES A. PRODUCT DESCRIPTION: COMPLETE LDMINAIRE ASSEMBUES, WBTt FEATURES, OPTIONS, AND ACCESSORIES AS SCHEDULED, B. SUBSTITUTIONS ARE PERMI?rED. SUBMIT FOR APPROVAL 2.2 EMEROENCY LIOHTINO UNITS A. MANUFACTURERS: 1. DUAL-UTE, MODEL DL-7 SERIES. 2. SUBSTITUTIONS: PERMllTED. SUBMIT FOR APPROVAL B. PRODUCT DESCRIPTION: SELE-DONTAINED INCANDESCENT E),IEROBACY UGHTING UNIT. C. LAMPS: 12 WAIT MINIMUM, SEALED BEAM 'P(PE IN NrCKEL OR CHROME PLATED STEEL HOUSING. D. RENOTE HEAD FIX"lURES: DUAL-UTE MODEL REMP-1. E, INDICATORS: LAMPS TO INDICATE AC ON AND RECHARGING. F. TEST SWITCH: TRANSFERS UNIT FROM EXT~WRAL POWER SUPPLY TO INTEGRAL BAITERY SUPPLY. G. ELEDTRICAL CONNECTION: CONDUIT CONNECTION. H. INPUT VOLTAGE 120 VOLTS. 2.3 EXff SIGNS A. MANUFACTURERS: 1. DUAL-LiTE MODEL EXCAUBUR LJTECELL SERIES. 2, SUBSTITUTIONS: PERMITE. D. SUBMIT FOR APPROVAL B. PRODUCT DESCRIPTION: EXIT SIGN FIXTURE WITH INTEGRAL I~.ITERY POWER SUPPLY. C. FACE: TRANSLUCEHT FACE WITH RED LLII~.NS ON WHITE BASKGROUND. D. INPUT VOLTAGE 12D VOLTS. 2.4 ELUORESCEHT BALLASTS A. MANUFACTURERS: 1, COLUMBIA MODEL EDG. 2. SUBSTITUTIONS: NOT PERMITI'ED. B. PRODUCT DESCRIPTION: ELECTRONIC BALLAST, SUITABLE FOR LAMPS SPECIFIED, WITH VOLTAGE TO MATCH LUMINAIRE VOLTAOEI 2.5 INCANDESCENT LAMPS A. MANUFACTURERS: 1. PRESCOLITE MODEL 9AOD.. 2. HUBBELL MODEL VX-151. 5. HUBBELL MODEL BNID. 4. BUBBELL MODEL DBP-SU75T1. 5. HUBBELL MODEL DAR-WU75T1. 6. HALO MODEL H5RICAT-5050 PS. 7. SUBSTITUTIONS: PERMIITED. SUBMIT FOR APPROVAL. 2.6 FLUORESCENT LAMPS A. MANUFACTURERS: 1. COLUMBIA MODEL WC-4-2S2-ER8120. 2. SUBSTffuTtONS: PERMUTED. SUBMIT FOR APPROVAl- 3.2 INSTALLATION A: INSTALL SURFACE MOUNTED CEILING LUMIRAIRES PLUMB AND ADJUST TO AUGN WITH BUILDING UNES AND WITH BACN OTHER. SECURE TO PREVENT MOVEMENT. 3.3 ADUUSTING A. AIM AND ADJUST LUMINAIRES AS DIRECTED. B. RELAMP LUMINAIRES, UGHTING UNITS, AND EXIT SIGNS THAT HAVE BAILED LAMPS AT SUBSTANTIAL COMPLETION. 5.4 SCHEDULES A. INSTALL UDHT FINTURES AND ACCESSORIES AS INDICATED IN THE UGHT FlXq~JRE SCHEDULE LOCATED ON THESE DRAWINGS. END OF SEC~ON 8E~ 1~700 C~AllON8 PART 1 GENERAL 1.1 SUM&~RV A: SECTION INCLUDES ARRANGEMENT WITH TELEPHONE UTILIlY COMPANY FOR SERVICE AND PREMISES TELEPHONE PATHWAYS, AND PREMISES WIRING. 9 I 10 I 11 1.2 RYSTEM DESCRIPTION A. SERVICE ENTRANCE FROM TELEPHONE UTILII'( COMPANY, B. TELEPHONE UllLll7 COMPANY: F1SHERS ISLAND SOUND TELECOMMUNICATIONS COMPANY. C. SERVICE ENTRANCE PATHWAY: PROVIDE AND INSTALL ONE 2 INCH CONDUIT RACEWAY FROM POINT OF TELEPHONE UTIIJ1Y CONNECTION AT POLE TO BUILDING SERVICE TERMINAL BACKBOARD. D. BACKBONE PATHWAY: CONFORM TO EIA/TIA 569 USING RACEWAY AS INDICATED. E. HORIZONTAL PATHWAY: CONFORM TO EIA/TIA 569, USING RACEWAy AS INDICATED. F. ENTRANCE WIRING: BY TELEPHONE UTILIPF COMPANY. g. BACKBONE WIRING: COMPLETE FROM ENTI~kNDE EQUIPMENT TO TELEPHONE CLOSET USING RACKBORE CABLES. H. HORIZONTAL WIRING: COMPLETE FROM TELEPHONE CLOSET TO BACH OUTLET USING HORIZONTAL CABLES. 1.3 SUBMrrrALS A. PRODUCT DATA: SUBMIT CATALOG DATA FOR EACH TERMINATION DEVICE, CABLE, AND OUII.ET DEVICE. PART Z PRODUCTS 2.1 TELEPHONE TERMINATION BACKBOARDS A, MATERIAL: PLYWOOD, B. SIZE: 3 X 4 FEET, ~/4 INCH THICK. 2.2 TELEPHONE OUTLET JACKS A. MANUFACTURERS: SUBMIT FOR APPROVAL B. PRODUCT DESCRIPTION: CONFORM TO EIA,/I1A 568 REQUIREMENTS FOR CABLE CONNECTORS FOR SPECIFIC CABLE TYPES, 2.3 BACKBONE CABLE A. MANUBACTURERS: SUBMIT EOB APPROVAL B. PROBUCT DESCRIPTION: EIA/~'IA 570, IO0-OHM, UNSHIELDED ~WISTED PAIR CABLE WITH 12 PAIRS, 22 AWG COPPER CONDUCTOR, 2.4 HORIZONTAL CABLE A. ~UFACTURERS: SUBMIT FOR APPROVAL B. PRODUCT DESCRIPTION: EIA/TIA 570, IO0-OHM, UNSHIELDED 1WlSTED PAIR CABLE WITH 4 PAIRS, 24 AWG COPPER CONDUCTOR. PART 3 EXECUTION 3.1 INSTALLATION A. INSTALL PATHWAYS IN ACCORDANCE WITH MAglA 569. B. INSTALL WIRE AND CABLE IN ACCORDANCE WITH EIA/~A 570. C. RNISH PAINT TERMINA110N BACKBOARDS WITH DURABLE BLACK ENAMEL PRIOR TO INSTALLATION OF TEER. PHONE EQUIPMENT. D. INSTALL TERMINATION BACKBOARDS PLUMB, AND AITACH SECUNELY TO BUILDING WALL AT EACH CORNER. INSTALL CABINET TRIM PLUMB. E. INSTALL PULLWlRE OR POLYETHYLENE PULLING STRING IN EACH EMPIY TELEPHONE CONDUIT OVER 10 FEET IN LENGTH OR CONTAINING A BEND. END OF SECTION ~EC33DN 1672O F~ ALARM PART 1 GENERAL 1.1 SECTION INCLUDES A. FIRE ALARM AND SMOKE DETECTION SYSTEM. 1.2 SUBMI1TALS A. PRODUCT DATA: EACH FIRE ALARM AND SMOXE DETECTION COMPONENT. B. k~JNTERANCE AND OPERATIND INSTRUCTIONS: FIRE ALARM AND SMOKE DETECTION SYSTEN. 1.3 REGULATORY REDUIRE~ERTS A. CONFORM TO REQUIREMENTS OF NERA 70. B. RJRNISH PRODUCTS LIS'TED BY UNDERWRITERS LABORATORIES, INC, OR OTHER TES11NG ~RM ACCEPTABLE TO AUTHOROY RAVING JURISDICTION. PART 2 PRODUCTS 2.1 FiRE ALARM SYSTEM A. MANUFACTHRERS: USE INDICATED PRODUCT AND MANUFACTURER. B. FIRE ALARM AND SMOKE DETECTION SYSTEM: 1. DESIGN TO NFPA 72. MEET REQUIREMENTS FOR AUTOMATIC FIRE ALARM SYSTEM. 2, PROVIDE SMOKE DETECTION SYSTEM PERFORMANCE TO NFRA 72E. 3. SYSTEM SUPERVISION: ELECTRICALLY-SUPERVISED ALARM INITIATING AND ALARM SIGNAUNG CIRCUITS. C. COMPONENTS: 1. CONTROL PANEL: MODULAR CONTROL PANEL iN FLUSH WALL MOUNTED ENCLOSURE. E, POWER SUPPLY: INCLUDE BA1TERY-OPERATED EMERGENCY POWER SUPPLY WITH CARACllY FOR OPERATING SYSTEM IN STANDBY MODE FOR 2¢ HOURS FOLLOWED BY ALARM MODE FOR 10 MINUTES. 5. AUXILIARY RELAYS: PROVIDE SUFFICIENT AUXIUARy RELAY CONTACTS TO PROVIDE ACCESSORY FUNCTIONS SPECIFIED AND INDICATED. 4-. MANUAL STATION: SEMI-FLUSH MOUNTED, SINGLE ACTION MANUAL STATION WITH BREAK-GLASS ROD; SUBMIT FOR APPROVAL, 5. CEILING MOUNTED SMOKE AND HEAT DETECTOR: NFRA 72E; SUBMIT FOR APPROVAL. 6. DUCT MOUNTED SMOKE DETECTOR: NERA 72E; DUCT BAMPUNG TUBES EXTENDING WIDTH OF DUCT, IN DUCT-MDUNTED HOUSING; SUBMIT FOR APPROVAL 7. HORN/STROBE: WALL MOUNTED; SUBMIT FOR APPROVAL 8. FIRE ALARM AND SMOKE DETECTION SYSTEM CABLE: POWER UMITED FIRE-PROTECTIVE SIGNALING CABLE CLASSIFIED FOR FIRE AND SMOKE CHARACTERISTICS, COPPER CONDUCTOR, ~00 VOLTS INSULAITON RATED 105 DEGREES C, SUITABLE FOR USE IN AIR HANDLING DUCTS, HOLLOW SPACES USED AS DUCTS, AND PLENUMS; SUBMIT FOR APPROVAL. PART 3 EXECUTION 3.01 INSTALLATION A. INSTALL FIRE ALARM SYSTEJ/S IN ACCORDANCE WITH MANUFACTURER'S INSTRUCTIONS: 1. ~NSTALL MANUAL STATION WD~ OPERATING HANDLE ¢ FEET ABOVE FLOOR, INSTALL AUDIBLE AND VISUAL SIGNAL DEVICES 7 FEET 6 INCHES ABOVE FLOOR, 2. INSTALL FIRE ALARM SYSTEM WIRING IN CONDUIT. 3. MOUNT END-OF-UNE DEVICE IN BOX WITH LAST DEVICE OR SERARAT~ BOX ADJACENT TO LAST DEVICE IN CIRCUIT. 4, MAKE CONDUIT AND WIRING CONNECTIONS TO DUCT SMOKE DEq~CTORS. S.02 FIELD QDAUP( CONTROL A: PERFORM FIELD INSPECTION AND TESTING OF RRE ALARM AND SMOKE DETECTION SYSTEM. 1. INSPECT AND TEST TO NFRA 72H AND LOCAL FIRE SERVICE REQUIREMENTS. 2, INCLUDE DESCRIPTION OF TESTING AND RESULTS IN TEST REPORT TO DESIGN LEARNED. END OF SECTION REVISIONS DP~WN ~l~C J APPE. C~L DATE 8E:P~¢MBER 25, 2000 SCALE NO'DALE SHEET NO. E-1 DNTRACTORS ~PYRIGHT © 2000, DESIGN LEARNED INCORPORATED I P- ~ --3' ~ --4'--- ] i ] ~ ] ~ 1 I ~ E ~ L HVAC- 19,21,25 ~ HVAC- 14,16,18 ,.,....,... HVAC-07,09,11 ~. THE ELECTRICAL CONiC, ACTOR SHALL RUN HVAC-24 ~ '~ 1 -INCH RIGID PVC SCHEDULE 40 CONDUIT · ~ .... ~ .... %~ ..... '~- -- -I BELOW THE SLAB FROM THE HVAC PANEL TO ~ ]-~- __ __ ~_ ~. __ -- -- ~- _~ -- -- -- ~ -- _~ EACH OF THE AIR COOLED CONDENSING UNITS '/"~ ACC ~3 \ ACC ~6 ) ACC ~7 J ~ J COORDNATE THE EXACT STUB UP LOCATION~ MDP-02 04 06 ~ 1HVAC I~Wp --"' I " I ~"" ~'' / , SCOPE (~F WORK -- I ~ I ---.................~ THE HAY ,ARBOR GoB CLUDNOUSE PROJECT SR,~ BE PROV,DEB W~ A NEW4OD AMP /I ~----~l~l~ I~::h I I' PROPGSSED LOCATION PORSYMBOL LEGEND 208/120V31~ 4 WIRE ELECTRICAL SERVICE. THE GENERAL AND ELECTRI~L CON'IP. ACTORSII ~ I ~ I I ~ I L'"(~:~ I . !~ sP~ SYSTEM CONDERSERS REQUEST OF THE ANCITECT THIS SERVICE SHALL BE SOPPLIED FROM A NEW POLE, WHICH SHALL BE LOCATAED APPROXIMATELy 12-FEET SOUTHEAST OF THE EXISTING POLE. TWO | PARALLEL ~/0 (000) SECONDARy CONDUCTORS PER PHASE AND NEITrHAL SHALL DROP J HVAC-01,03,05jl ~' ~,r'l ~'/ //// HVAC~ = 320 AMPBERE METER SOCKET DOWN THE NEW POLE IH 3-INCH RIGID PVC SCHEDULE 40 CONDUIT AND CONTINUE AS AN / /~ HVAC-02,04,06 ~ /~c / ~ = HVAC DISTRIBUTION PANEL Nr~JA IVPE 3R UNDERGROUND SE~ICE LATERAL ANY SECTION OF THE SERVICE LATERAL THAT iS ROUE§ ! ' I HVAC-08,10,12 ~ ~ SUB ED DISTRIBUI~ON PANEl. 80 CONDUIT. THE SERVICE ENTRANCE CONDUUTORS AND RACEWAY SHALL RISE TO / ~ =- CONNECT AND PASS THROUGH A 320 AMp METER SOCKET, AND THEN DROP TO ENTER THE ~ ~ [ I ~ = DUPLD( RECEPTACLE STRUCTURE BELOW THE SLAB. THE CONDUIT AND SERVICE ENTRANCE CONDUCTORS SHALL PROCEED UNDER THE SLAB AND RISE INTO THE MAIN DISTRIBUTION PANEL (MDP). J ~ m (~WP = NEMA 3R WATERPROOF GF~I RECEPTACLE / I Srr ~ LN~iiiNO AND - THE MGP W" ' SUPPL" ROWER TO= A .;S AMP 4 WIRE MA, NLUGPANEL(p. J I Jl J ~®~O"AIWINQSNE~SD-, ~',-'~EC, RECE.^C~ -- -- ~ I ! J ~ FOR OTHER CONDUT TO BE ADJACENT TO THE MDP IN THE BASEMENT, A 225 AMP 3¢ 4 WIRE MAiN LUG PANEL (P2) ~ I / ! ~ LOCATE9 [i~ THIS TRENCH 'frO/C -- GFCl / COUNTERTOp RECEPTACLE ON THE FIRST FLOOR, A 125 AMP 3, 4 WIRE MAIN LUG PANEL (P3) ON THE SECOND Il II [~ ! ~ ' ~ ~-WIRE DRYER RECERTACLE L1, LZ, N, O FLOOR, AND ^ NEMA T~E ~R BBS AMP ~ 4 WIRE MAIN LUG HANEL (~AO) MOU~ ON J THE AIR COOLED CONDENSOR RAg/RETAINING WALL ON THE NORTH WEST SIDE OF THE J STRUCTURE. THESE PANELS SHAUL PROVIDE POWER TO ALL MECHANICAL EQUIPMENT J -- _ ~ J J -- C)Pv = JUNCTION BOX (POWER VEWTER) RESIDENTIAL RANGES, WASHERS AND DRYERS, INTERIOR AND EXTERIOR LIGHTING, SITE J LIGHTING, AND CONVENIENCE RECEPTACLE CIRCUITS. J -- -- - (~)WC = JUNCTION BOX (WATE~ COOLER) THE MDP SHALL ALSO POWER AM EXISTING 100 AMp 1, 3 WIRE pAMEL IN THE EX STING m' J E DE-ENERGIZED. DISCONNECTED AND REMOVED FROM THE EXISTmN$ STRUCTURE PRIOR TO I -- J = (WHEELOHAIN UFT) DEMOIJTION. POWER SHALL BE PROVIDED TO THE EXISTING C~RAOE PANEL THROUGHOUT J ~lI WP THE DEMOLITION AND NEW CONS]~UCTION PHASES OF THIS PROJECT VIA A TEMPORARY J r~., 2-POLE 30 AMP NEMA ]YPE 1 DISCONNECT SERVICE AND PANEL, UNTIL SUCH ]]ME THE FEEDER TO THE 6ANAGE CAN BE TRANSFRRED / /t (~....-/~- , ~ J =j J ,~. , ~ -- -- -- 3-INCH RIGID PVC SCHEDULE 40 CONDUIT ALL SCHEDUUNG AND EXOAVATION, WHILE THE ELEOTRICAL CONTRACTOR SHALL BARE ~ j ~ ~ -- = , _ _ THE TEMPORARY SERWCE SHALL BE SUPPLIED FROM TRE EXISTING SERVICE .D, ROP m L ........ BRANCH CIRCUITS SHALL BE A MIHIMUM OF 12 AWG CONDUCTORS WTH THHN/THWN 90 I~ "' ' I ' ~ I UNEXPOSED, OR ON THE LAST LEG OF A MECHANICAL BRANCH C~RCUIT, BETWEEN A JSEE DETAIL A-A ~cTIONusE ,NOOXTH,sANB, RsT,,~TION.THE EGU,PMENT. NON-,~'AI,C ~LE (ROMEX),S NOT APPROWD ~ON SHE~' S~-,.~' ' ' ~ ~ I /'- SOF~~X '~ .--~-..-- LOW VOLTAGE W,R,NG ,NGLUDES ~.UORESOENT FIBRES ,N THE RRO SNOP. O~GE, HATHROOMS, ~ 'J i I;~ ,F .......... ~- .......... ~ __ ~ UQNT~NG INCANDESCENTLAUNDRY' WORKSHOP, PANTRY, AND BASEMENT CORRIDOR AND STORAGE AREAS. m I ~ I I I I F .... ................ FIXTURES SHALL BE INSTALLED IN THE MECHANIGAL AND ELECTRICAL J l/ ~' CLOSETS, BATHROOMS, BEDROOMS, DJNING/UVINQ AREAS, KITCHENS, STAIRWELLS, COMMON J ARF~AS, A'ITIC, AND EXTERIOR BUILDING FIXTURES. EXTERIOR WALKWAY AND PARKING LAMPSm /, ~ ~- q-/~; ~ __~ J; J ~__ ~ ! J ~ ~ | \ ~L BE HIGH PRESSURE SODIUM BOLLARD FIXTURES AND SHALL SE DISTRIBLITEB AS | ~ ~ ~J / I j \ / J % / I ~ -- ~ J WN ON DRAWING SU-1. ALSO INCLUDE, EMERGENCY LIGHTING AND EXIT SIGNS, EACH J WITH BATP-r. RY RACK-UP. / ELECTRICAL CONTEACIOR SHALL PROVIDE AND INSTALL A COMPLRTE, NEW FIRE ALARM ! ~ k-- ~ -- -- = I ~ ~:~ / ~ , ~R,~ ~CT LO~TION W,, AUTHOR,~ HAVING JUR,SG,ST,ON PR,OR TO ,NSTA~TIGN. ~ ~1 k~, :':~0~: . -- __ -- ~ I -- TELECOMMUNICATION INCLUDES ONE 2 INCH TRENCHED CONDUIT WITB PULL CORD FOR m I I I~ - I -- -- ~..~i~'rF__ ~ - ~ ' -- - ) -- - TO EXISTING PANEL IN THE G.~.AOE, SEE SITE TELECOMUUNICATIONS SERVICE CABLE SUPPORT, FROM POLE TO FAClLRY TELEPHONE BLOCK. / J ~ L~ · ~ ~ - '~- -- -- -- -- -- ~ ~. ij~ -- -- -- -- __ ~. ~ ~ ~ LICHTING AND UTILITIES DRAWING SHEET SU-1 FOR J J -- r--~-- ..............~ ~ -- -- x ,' EXISTING F~EDER CIRCUIT RECONNECT|ON DETAILS. RROM,DE AMC ,NST~ ~LEPHONE BLOGR ANO RAGNBOARB. ALL CGHDUIT, C.LE. ~ I ~ ~--~ .................. ~ ~, ...... '- ----] TH,S LOCATION ,S CONNECTORS, JACKS, UTILITY BOXES, FACE PLATES, AND ASSOCIATED HARDWARE TO EACR J i ~ -- ~ '- PROVIDE AND INSTALL 24 V~ I ~ I ALL FIXTURES, FITTINGS, WIRE, AND ELECTRICAL EQUIPMENT SHALL BE NEW LISTED m ~ \ ~ 2-INCH CONDUIT AN' / BOX AS EMERGENCY PULL SWITCI-E //", / I , ~ ACCESSORIES, AND INSTALLATIONS TO CREATE A NEAT, OPERATING SYSTEMS ACCERTABLE TO J ~ ~ -- ~ ~- ,, ~ ~ -" ~ _ 4-INCH SQUARE JUNCTION BOX SHALL BE THE ENGINEER. ALL 120 VOLT CIRCUITS SHALL BE WIRED WITH 12 AWG BUILDING WrRE IH J CONDUIT OR MC CABLE DNLESS OTHERWISE INDICATED ON THESE DRAWINGS, WE WILL NOT ~ AI~ J~ ~ / ~ x ~ x.,~ / / MOUNTED ON THE AIR HANOLER THE J '% / _· ~ "~. / ~ ~ ~ ~ ~ - SW~TCH (S m) SHALL RE INSTA~D iN / THE SECOND POLE OF THIS SAFETY SWITCH / 2-INCH CONDUIT AND / JEHS \* ~ / ~ ~ -~ ,/ / SHALL BE USE TO DISCONNECT THE P.A.L / FEEDER TO PANEL P3 ' ~" x ~ .~, PI-Og ~ ~ / UFT'S AUX AND AUX! TERMINALS. SEE / ~ ~- ] %~ ~ H C D~T-F"IM k / INSTALLATmON INSTRUCTIONS FOR BLAIRIFICATION. \ ON THE AIR HANDLER. THE EQUIPMENT SCHEDULE J '~'\ ~ ~ __ OF| I I I REVISIONS DP. AWN ~ J APPR. ~ CATE SEPTEMBER 25, 2000 SCALE 1/4 ' = 1"-0' SHEET NO. E-2 SYMBOL LEGEND (~ = DUPLEX RECEPTACLE ~WP = NEb~, 3R WATERPROOF GFCI RECEPTACLE ~GFI = CFCI RECEPTACLE ~ D/C = GFCI / COUNTERTOP RECEPTACLE (~)DW = JUNCllON BOX (DISH WASHER) (~)IM -- JUNCTION BOX (ICE MAKER) (~)R -- JUNCTION BOX (P, ANGE) OR RANGE RECEPTACLE (~)WC -- JUNCTION BOX (WATER COOLER) ~ = CALL FOR AID LIGHT {~) : EMERGENCY CALL FOR AID PULL SWFFCH : 2-INCH EMT CONDUIT = BUILDING WIRING = LOW VOLTAGE WIRING CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED I 7- I ] [ A I TO- P2-28 P2-07 t I '¢,/HEELCH~,P LIFT 11 PROVIDE AND INSTALL 24 VAC TRANSFORMER BEHIND, AND IN SAt~E UI1Lr~Y BOX AS, '¢/ALKWAY EMERGENCY PULL SWITCH (I'fPICAL OF 2). ['ri -UP ~2--34 P2-32 KITCHEN / \ BEDROOM / / FIRST FLOOR REVISIONS o~w, ~ I APPR. C~L DA~ 8EPIEME~ER 25, 2000 SCALE 1/4 ' - 1'-0' SHEET NO, E-3 SYMBOL LEGEND P3 ~ = SUB FED DISTRIBLEION PANEL = DUPLEX RECEPTACLE q~G/C = DUPLEX RECEPTACLE (GFCI / ABOVE COUNTER = 2-INCH EMT CONDUff CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED I I I t II ~ P3-05 P3-13 P3-07 EEER30M #2 MDP-13,15,17 P3-14 P3-09 P3-11 P3-15 -- SECOND FLOOR 7 I U I ~ I 10 I 11 I I I I P3-06 F P3-O8 % P3-12 I,; BESPOOM #5 -I- I .to $ R REVISION~ DRAWN RPE I ^PPR. ~ DAT~ 8EP33~MBER 25, 2000 1/4' - 1'-o' SHEEr NO. E-4 SYMBOL LEGEND (mP = DUPLEX RECEPTACLE (~)AN = JUNCTION BOX (A{R HANDLER) (~tEF = JUNCTION BOX (E~HAUST FAN) (~)PV = JUNCTION BOX {POWER VENTEP) CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED P3-28 ~ -- P5-29 4-INCH SQUARE JUNCTION BOX SHALL BE MOUNTED ON THE AIR HANDLER. THE EQUIPMENT SCHEDULE SPECIFIED, SAFEl~ SWITCH (S 1P) SHALL BE INSTALLED IN THE JUNCTION BOX WITH A RECEPTACLE AND AN APPROPRIATE COVER PLATF- -- P3-26 P3-30 AT'FIG P3-27 POWER FOR POWER VENTER SERVING GAS FIRE AIR HANDLERS ON THIS LEVEL. lQ 11 -Ode CIO RD~SIONS DRAWN ~ i APPR. C~L DATE ~EI" I E~BER 2§, 2000 SO¢,LE 1/4 ' - f.-O' SHEET NO, E-5 1 I Z I ~ 8YIVIBOL LEGEND = INCANDESCENT FIXTURE W/PROTECTIVE GUARD (1DOW) A C = INCANDESCENT DRUM FIXTURE (150W) = 2 FT. WALL MOUNTED FLUORESCENT (4OW) = A FT. SURFACE MOUNTED FLUORESCENT (8OW) = EXTERIOR WALL SCONCE VANDAL PROOF (75W) S = SINGLE POLE WALL SWD'CH = 3-WAY WAll SWITCH = C-WAY WALL SWITCH -- DUAL HEAD EMERGENCY UGNT = REMOTE HEAD EMERGENCy LIGHT = EXIT SIGN (UNIVERSAL MOUNT/ SINGLE FACE) CIRCUIT WIRING ROUTING CONTINUED FROM RRST FLOOR FLUORESCENT LIGHT FIXTURE ~ ABOVE UFT. CIRCUIT WIRING ROLrDNG CONTINUED FROM FIRST FLOOR 3-WAY SWITCH NEAR LIFT. ~ UNE SIDE OF SWITCH ' LOAD SIDE OF SWITCH SWITCH VVIRING DETAIL CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED I 9 I 10 I 11 I I C C ¢ C C I EB ~ C gTCRAGE #2 C Pl-02 ELECTFI P1-04 ~ C C C DP'fER ' LIP LIGHTING NOTES: 1. TICMARKS ON WIRE INDICATE OUANTrh' OF CURRENT CARRYING CONDUCTORS ONLY. IN ADDITION, PROVIDE AND INSTALL GROUND WIRE IN ALL CIRCUITS. 2. EMERGENCY LIOTHING SHALL BE WIRED TO LOCAL AREA UGHTING CIRCUITS, AHEAD OF SWffCHES, PER N.E.O. 700-12(E). S. ALL EMERGENCY LOW VOLTAGE REMOTE HEAD FIXTURES SHALL BE WIRED TO DUAL HEAD EMERGENCY LIGHTS WITH BAI~ERY BACK-UP. THE REMOTE HEAD WIRING SHALL BE 12 AWG CONDUCTORS AND CONNECTED TO THE INTERNAL RATrERY BACK-UP SYSTEM OF THE DUAL HEAD EMERGENCY UGNT FIXTURES. 4. WE RECOMMEND THAT THE ELECTRICAL CONE~ACTOR INSTALL LIGKTNG IN THE BASEMENT AFTER THE DUCIWORN IS INSTALLED, IN ORDER TO AVOID RE-WORK. BASEMENT -MOUNT EXTERIOR SCONCE RNTLIRE ABOVE AND OUTSIDE DOOR. 0 -~ REVISIONS DP,*WN MAC I^~PR. OSL DATE 8EP'I~MBER ~8, 2000 SCALE 1/4'-1'-0' SHEET NO. E-6 A S ~EX 8 BOL LEGEND = INCANDESCENT DRUM FIXTURE (15SW) = METAL HAUDE DOWNIIOHT (42W) = EXTERIOR INCANDESCENT DRUM FIXTURE (75W) INCANDESCENT SHOWER UGHT (4OW) 2 FT. WALL MOUNTED FLUORESCEM (4DWI ¢ FT. SURFACE MOUNTED FLUORESCENT EXTERIOR WALL SCONCE VANDAL PROOE (75W) SINGL~ POLE WALL SWITCH B-WAY WALL SWITCH 4-WAY WALL SWITCH DUAL HEAD EMERGENCY LIGHT W/BA]TERY BACK-UP REMOTE HEAD EMERGENCY LIGHT EXIT SIGN (UNIVERSAL MOUNT/ SINGLE FACE) CONTINUE ROUTING CIRCUIT CONDUCTORS TO BASMENT FLUORESCENT UGHT FIXTURES. CONTINUE ROUTING CIRCUIT CONDUCTORS TO BASMENT 3-WAY SWITCH :ONTRACTORS OPYRIGHT © 2000~ DESIGN LEARNED INCORPORATED CONTINUE WIRING CIRCUIT TO SECOND FLOOR 3-WAY SWITCHES AND STAIRWELL UGHTS. P2-06 OFFICE C C C C F:~ EH,DP P2-01 ~"-TO D~'ERIOR SITE LIGHBNB. VERIB'D(ACT SWITCH LOCATION WITH OWNER PRIOR TO INSTALLABON. DN L[7 LIGHllNO NOTES: 1. TIC MARKS ON WINE INDICATE QUANTI]Y OF CURRENT CARRYING CONDUCTORS ONLY. IN ADDITION, PROVIDE AND INSTALL GROUND WiRE IN ALL CIRCUITS. 2. EMERGENCY LIGHTING SHALL BE WIRED TO LOCAL AREA LIGH]]NU CIRCUITS, AHEAD OF SWITCHES, PER N.E.C. 700-12(E). 3. ALL EMERGENCY LOW VOLTAGE R~OTE HEAD RXTURES SHALL BE WIRED TO DUAL HEAD EMERGENCY UGHTS WITH BA1TERY BACK-UP. THE REMOTE HEAD WIRING SHAll BE 12 AWG CONDUCTORS AND CONNECTED TO THE INTER~AL BATfERY EACH-UP SYSTEM OF THE DUAL HEAD EMERGENCY UDHT FIXTURES. 4. WE RECOMMEND THAT THE ELECTRICAL CON]]~ACTOR INSTALL LIGHTINO IN THE BASEMENT AFTER THE DUC~/ORK IS INSTAllED, IN ORDER TO AVOID RE-WORK. UP - UP P2-04 DN STOPACE D£CI< I P2-02 G flEW 5:s£rvlEr,IT BIT:( EELOW FIRST FLOOR OIL me LLUz REVISIONS D~WN MAC IAPPR. ~L DATE SEPTEMBER 35,2000 SCALE 1/4'"1'-0I SHE~ NO. 7 BEDF,'%~ #~ I CONTINUE WIRING CIRCUIT TO FIRST FLOOR 3-WAY SWITCHES AND STAIRWELL LIGHTS. -~ I I : BEDROCM #8 L 01 .IGHTING. P5-04 -'1 #5 '%. ~E[ r I I SECOND FLOOR LIGHTING NOTES: 1. TIC MARKS ON WIRE INDICATE QUANTllY OF CURRENT CARRYING CONDUCTORS ONLY. IN ADDITION, PROVIDE AND INSTALL GROUND WIRE IN ALL CIRCUITS. 2. EMERGENCY LIGHTING SHALL BE WIRED TO LOCAL AREA UGHTING CIRCUITS, AHEAD OF SWITCHES, PER N.E,C, 700-12(E). 3, ALL EMERGENCY LOW VOLTAGE REMOTE HEAD F1XTURES SHALL BE WIRED TO DUAL READ EMERGENCY LIGHTS WITH BA]TERY BACK-UP. THE REMOTE HEAD WIRING SHALL DE 12 AWG CONDUCTORS AND CONNECTED TO THE INTERNAL BAITERY BACK-UP SYSTEM OF THE DUAL HEAD EMERGENCY LIGHT FIXTURES, 4. WE RECOMMEND THAT THE ELECTRICAL CONTRACTOR INSTALL UGHTINO IN THE BASEMENT AFTER THE DUCI~VORK IS INSTALLED, IN ORDER TO AVOID RE-WORK. ©NTP, ACTORS OPYRIGHT © 2000, DESIGN LEARNED INCORPORATED ® SYMBOL LEGEND INCANDESCENT DRUM RXTURE (15OW) PORCELAIN SOCK~ FIXTURE (6OW) METAL HALIDE DOWNLIOHT (<~2W) INCANDESCENT SHOWER LIGHT (4OW) 2 FT. WALL MOUNTFJ) FLUORESCENT (4OW) SINGLE POLE WALL SWITCH SINGLE POLE WALL SWITCH 3-WAY WALL SWITCH 4-WAY WALL SWITCH DUAL HEAD EMERGENCY UGHT W/BAll'ERY BACK-UP REMOTE HEN;) EMERGENCY LIGHT EXIT SIGN (UNIVERSAL MOUNT/ SINGLE FACE) TO UOHTSWECH ON SECOND FLOOR BELOW. ~ II A'I-FIC LIO~NG NOTES: 1. TIC MARKS ON WiRE INDICATE OUANlllY OF CURRENT CARRYING CONDUCTORS ONLY. IN ADDITION, PROVIDE AND INSTALL GROUND WIRE IN ALL CIRCUITS. 2. EMERGENCY UGBllNO SHALL BE WIRED TO LOCAL AREA UGHTING CIRCUITS, AHEAD OF SWITCHES, PER N.EC. 700-12(E). 3. ALL EMERGENCY LOW VOLTAGE REMOTE READ FIXl~IRES SHALL lie WIRED TO DUAL HEAD EMERGENCY LIGHTS WITH BAlTERY BACK-UP. THE REMOTE HEAD WIRING SHALL BE 12 AWG CONDUCTORS AND CONNECTED TO THE INTERNAL BATERY BACK-UP SYSTEM OF THE DUAL HEAD EMERGENCY LIGHT FIXTURES. 4. WE RECOMMEND THAT THE ELECTRICAL CONTRACTOR INSTALl. UGHTING IN THE BASEMEHT AFTER THE DUCIWORK IS INSTALLED, IN ORDER TO AVOID RE-WORK. LINE SIDE OF SWITCH LOAD SIDE OF SWITCH SWITCH WIRING D I'AIL REVISIONS DRAWN MAC APPR. ~ DATE SEFI'EMBER 25, 2000 SCALE 1/4'=1'-0' SHEET NO. E-8 ZONE CONTRACTOR SHALL COMPLY WiTH ASME A17.1 RULE 2000.11 IN REEERENCE TO INSTALUNG LIFT FIRE ALARM REQUIREMENTS. CONNECT LIFT FiRE ALARM NOTIFICATION WIRING TO F.A.C,P.. STOFA~ Fi i PROVIDE AND INSTALL DUCT DETECTORS (TYPICAL OF 4 THIS FLOOR) IR SUPPLY SiDE i OF AIR HANDLER UNIT BEFORE ANY DUCT BRANCH, COORDINAI~ EXACT LOCATION AND REQUIREMENTS WITH MECHANICAL CONTRACTOR PROR TO PURCHASE AND INSTALLATION, ALL DUCT DETECTORS SMALL BE CONNECTED TO THE E,A.C,P. AND EACH REQUrRE A DEOICATED SOFF1T I [ -- FA-, ----~ F~ I FA FA---- ~ FA I × ',,,I j I [ -'--1 ZONE. o BA8EMENTFIRE ALARMLAYOUT CONTRACTORS 1, COMg~G?ORS SHALL PERFORM WORK IN ^ NE~T, PROFESSIOnaL, WORK&~IUK£ t,I,~INER ~ STRrCT ADHERENC£ TO THE ST^~ BUIbDING COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED 8YblBOL LINE8 -- FA TELCOM = FIRE ALARM ZONE WIRING = TELECOMMUNICATIONS ROU~NG 8YMBOLLEGEND IMgPI IFMI = DUCT DETECTOR = SMOKE DETECTOR = HEAT DETECTOR F~RE ALARM PULL STATION BORN/STROBE FiRE ALARM CONTROL PANEL FIRE ALARM ANNUNCIATOR PANEL RRE ALARM KNOX BOX TELECOMMUNICATIONS BLOCK TELEPHONE JACK DATA JACK ZONE 2 ZONE 2 zo i i ®,~r,i FA - FA 1 ZONE ~---FA , ~- o o ZONE ~ o o ~- ~_ ~X,,~ / x ",/ :A ~ FA ~ -- ~Lco~ --~ '% ~A ~ ~ I ~ ', I ~ FA ~ ~ ~ ~ ~ / , ii~ ~ C~LING ABO~~¢EL x/ ~ ~' ~ -- -- FA -1 FA ~ ~ FA ,~ b ~ I ~ ~ L ~ PAHTRY ZONE ~ ~ ~~'A ~ ~ ~'A~ '~ I~(~ZON~ 6~ T .CO FA TELCOM -- TELCOM ~ FA ~ ROUE TO RESPECTIVE PANELS / ZO E c,  COORDINATE W~H LOC& FIRE U~SH~ % FIR8T FLOR FIRE A~RM AND ~LECOMMUNICA~ON8 ~YO~ gENE~L NOTES: ~LEOOUUUNIa~ON SYSTEU NOTrS' DP, AWN ~l~C i~pR. c~_ DA~ SEPTEMBER 25, 2000 SCALE 1/4'-1'-0' E-9 1 I '~ I ~ I 4 I .~ ~.ZONE 2 ZONE~ 2 , I k , -II--t'~// /×'l~ - ~ I -- -- , -- I -- - ~ ~1~ ~ NE 8 ~1 , I1~ ~ FLOOR ST, I~W~LL ~ ~E I ~] 'kx I~ ~ FA ~- FA ~xFA -- FA ~ ~ FiREArM EQUIPM~. ~ ~x ~ m' BEPOGV ¢3 ~ ~ J:' ~ r/ L -- ~ FA ~ FA ,. ,, C L J "~E~ ROUTE TO RESPEC~VE PANELS ~ ~ .~: LOCA~D ~N ~E ~SEBE~ ~ ~z ~ I ~ __ _ ~ ~ EECmlcAL CLOSe. ~ --~, I - CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED -- FA TELCOM SYMBOL LINE8 = FIRE ALARM ZONE WRING = TELECOMMUNICATIONS ROUTING HEAT DETECTOR FIRE ALARM PULL STATION HORN/STROBE FIRE ALARM CONtrOL PANEL FIRE ALARM ANNUNCIATOR PANEL FIRE ALARM KNOX BOX TELECOMMUNICA'~ONS BLOCK TELEPHONE JACK DATA .JACK I 7 I B I 9 I 10 I 11 ,I J ZONE 11 -'~--I - - -i ~OV~E AND 'NST~'LL ~OT DETECTOR IN'- -- ! I I SUPPLY SIDE OF AIR HANDLER UNITS (1YPICAL ;IOF3 THIS fLOOR) BEFORE ANY DUCT BRANCH. i REQUIREMENTS WITH MECHANICAL CONTRACTOR \ !1 PRIOR TO PURCHASE AND INSTALLATION, ALL ~ rm [ iDUCT DETECTORS SHALL BE CONNECTED TO ~ lITHE F.A.C.P. AND ~CH REQUIRE A DEDICATED ~ I I' : zo,E. ?° |"< I < I <,,<< J , ~ ij~ ROUTE TO FIRE ALARM CONTROL /J/' PANEL LOCATED IN THE BASEMENT--/ JJ i ELECTRICAL CLOSET. GENERAL NOTEo: TELECOMMUNICATION SYSTEM NOTES: 1. ALL TELECOMMUNICATION WIRING SHOWN ON THIS DRAWING IS FBR ROUTING PURPOSES ONLY, SEE 1, ELECTRICIAN SHALL PROVIDE AND INSTALL THE FOLLOWING: TELECOMMUNICATIONS WIRING RISER FOR SPECIFIC DEFAILS. 2, ALL FIRE ALARM WIRING SHOWN ON THIS DRAWING IS FOR ZONE SI]~ARATION AND WIRING CLARIFICATION ONLY. SEE FIRE ALARM RISER FOR SPEClRC DETAILS. 3. ALL PENETRATIONS THROUGH FIRE RATED WALLS SHALL BE SEALED PER BUILDING AND N.F.PA CODES, AND AUTHORIiY HAVING JURISDICTION. EMERGENCY SYSTEM NOTES: 1. ALL EMERGENCY SYSTEMS ARE TO BE CONNECTED TO ~HE NEW FIR~ ALARM CONTROL PANEL 2, EIFCTI~ICAL CONTRACTOR SHALL PROVIDE AND INSTALL DUCT DBCCTORS IN LOCATIONS INDICATED ON THIS DRAWING. COORDINATE IN FIELD WITH MECHANICAL CONTRACTOR FOR EXACT LOCATIONS. 3, PROVIDE AND INSTALL FIRE ALARM AND SAFELY EQUIPMENT AS SPECIFIED, OR EQUIVALENT, SUBMIT EQUIPMENT ALTERNATIVES AND SHOP DRAWINGS. 4. SEE FIRE ALARM RISER FOR DETAILS AND WIRING, A. ALL NEW CONDUIT B. ALL TELEPHONE CABLE, UTIUTY COXES, FACE PLATES, JACKS, CONNECTORS, AND ASSOCIATED MOUNTING HARDWARE FOR TELEPHONE AND DATA CONNECTIONS. C. ALL SURFACE MOUNTED RACEWAY, AND ASSOCIATED fiRMS FOR INSTALLATION. 2. PROVIDE AND INSTALL 3 FT. HIGH BY A Fr. WIDE, 3/4 IN. EXTERIOR GRADE PLYWOOD BACKBOARD, PAINTED BLACK, FOR TELEPHONE SYSTEM. 3. CONTRACTOR TO MANE PROVISIONS FOR TELECOMMUNICATION, AND DATA WIRING IN ALL iNDICATED AREAS. 4. ALL TELECOMMUNICATION AND DATA WIRING SHALL BE UP INSIDE NEW WALLS AND SHALL BE NEATLY ROUTED LABELED BUNDLES, ABOVE CEILING, UNLESS OTHERWISE INDICATED ON THIS DRAWING. 5. ALL TELEPHONE WIRING CONNECTIONS SHALL ACCOMMODATE THE REQUIREMENTS TO SUPPORT INDICATED AREAS SUCH AS, TELEPHONE, FAX, OR MODEM. VERIFY LOCAllON REQUIREMENTS WRH OWNBR PRIOR TO PURCHASE AND INSTALLATION. 6. VERIFY ALL TELEPHONE LOCATIONS WITH OWNER PRIOR TO COMMENCING WORK. 7. SEE TELECOMMUNICATIONS WIRING RISER FOR SPECIFIC DETAILS. REVISIONS DRAWN MAO I APPR. ~ DATE 8Epp=ivlBF. R 25, 2000 SCAEE 1/4'-1'-0' SHED- NO. E-lC 1 I g I ~ I 4 I ~ I 6 I 7 I B EOUIPMENT SOHEDULE CONTINUED SYMBOL DESCRIPTION MRF/CAT. NO. MODEL_NO. SPEC. (Si MOUNTING Q]Y NOTES S SINGLE POLE WALL swrrcN LEVFFON 1121-21 20 AMP RECESSED/~//ALL 53 S3 5-WAY WALL SWITCH LEVFFON 1123-21 20 AMP RECESSED/WALL 26 S 4 4-WAY WALL SWITCH LEVITON 1124-21 2D AMP RECESSED/WALL 7 S1 p SINGLE POLE WALL SWITCH tUBBELL HBLB051 50 AMP RECESSED/WALL 11 USED AS RAFEIY SWITCH z~$3~ EMERGENCY UOHFLNG DUAL-LILE DL-7 SERIES 2 L~MP SURFACE/WALL 15 BA1TERY BACK-UP .p EMERGENCY LIGNT1NG DUAL-LIFE REMP-1 1 LAMP SURFACE/WALL 20 REMOTE HEAD W/MOUNq]NG pLATE ASSEMBLY ~X EXIT SIGN DUAL-U]~ [XCAUBUR UTECELL SERIES UNh/ERSAI. 12 LED LAMP PANEL BATTERY BACK-UP ~) ND PULL SWITCH TENTONE SF117/2B RECESSED/WALL 3 BATHROOM -(~ AID UGHT ~ BUZZER TENTONE U12BD SURFACE/WALL B BATHROOM CORRIDOR ] TRANSFORMER TEKTONE SS106 SURFACE/WALL S CAII-4-AID SYSTEM SUPPORT EOUIPMENT SCHEDULE EOUIPMENT 8CHEDULE CONTINUED SYMBOL DESCRIPTION MRF/CAT. NO. MODEL_NO. SPEC. (si MOUNTING Q1Y NOTES SYMBOL DESCRIPTION MRF/CAT, NO. MODEL_NO. SPEC. (Si MOUNTING QIY NOTES MAIN DISTRIBUTION PANEL GENERAL ELECTRIC I~PE AL (101) 36 CIRCUIT 22 KAIC SURFACE 1 MAIN DISTRIBUTION PANELBOARD S SINGLE POLE WALL SWITCH LEVFFON 1121-21 20 AMP RECESSED/WAIL 55 ~ 5¢ 4-WIRE 120/208V WITH 400 AMP 22 RAIC BOITOM FEED 3 POLE TJD MAIN BREAKER S3 5-WAY WALL SWITCH LEVFFON 1123-21 20 AMP RECESSED/WALL 26 GROUND MAIN LUG GENERAL ELECTRIC TgL20 - 2 GROOND BOX BONDED GENERAL ELECTRIC TGL2 - 4 S 4 4-WAY WALL SWITCH LEVITON 1124-21 20 AMP RECESSED/WALL 7 M D P INTERIOR AXQ5 GENERAL ELECTRIC AQFB364CBX AXQ6 - 1 $1P SINGLE POLE WALL SWITCH tUBBELL HBLB051 50 AMP RECESSED/WALL 11 USED AS RAFEIY SWITCH ~ BOX GENERAL ELECTRIC AB76B 1 z~$3~ EMERGENCY UgHflNGjDUAL-LILE DL-7 SERIES 2 L~MP SURFACE/WALL 15 BA1TENY BACK-UP FRONT SURFACE GENERAL ELECTRIC AFTBSN 1 CIRCUIT BREAKER GENERAL ELECTRIC TQD 200 Ak~P FACTORY INRTALLED 2 3 POLE SUBFEED BREAKER .p EMERGENCY UGHTING DUAL-LITE REMP-1 1 LAMP SURFACE/WALL 20 REMOTE HEAD W/MOUNTING PLATE ASSEMBLY CIRCUIT BREAKER GENERAL ELECTRIC THQB 100 AMP 3 B POLE BREAKER : NAME PLATE GENERAL ELECTRIC - 1 MOP ~X EXIT SiGN DUAL-LB~ EXCAUBUR UTECELL SERIES UNFVERSAL i 12 LED LAMP PANEL BATTERY BACK-UP SUBIFED PANEL GENERAL ELECTRIC 'IYPE AQ (101) 30 CIRCUIT 10 KNC SURFACE 1 BOTTOM FEED RANELBOARD I 225 ANP 3 POLE MAIN LUG NEMA 'PCPE 3R ~ ND PULL SWlfCH TENTONE SF117/2BRECESSED/WN.!. I3 BATHROOM GROUND MA~N LUD GENERAL El FCTRIC TGL.20 '(~ AID UGHT ~ BUZZER TEKTONE U123D SURFACE/WALL B BATHROOM CORRIDOR GROUND BOX BONDED GENERAL ELECTRIC TDL2 4 [] TRANSFORMER ; TEXTONE SS106 SURFAOE/WALL S CALL-4-AID SYSTEM SUPPORT INTERIOR GENERAL ELESTRIC AQF3302MB 1 HVAC BOX GENERAL ELECTRIC ABM73 1 r.y,~=j:~::~::~ USE THE ABOVE USIED ITEMS OR EQUIVALENT: (SUBMIT ALL ALTERNATIVES FOR APPROVAL) FRONT SURFACE GENERAL ELECTRIC NONE 1 INTEGRAL TO NEMA 3R PANEL ALL CONDUCTORS MUST BE 90', COPPER, THHW,/THHN, UNLESS OTHERWISE SFECIBED. GIRCUmT BREAKER GENERAL ELECTRIC THHQB 40 ANP COLT ON 1 3 POLE BREAKER ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL ALL LA~PS FOR UGHT FlXTURES INDICATED IN THIS SCHEDULE AND ON THESE DRAWINGS. CIRCUIT BREAKER GENERAL ELECTRIC TNHQB 35 ANP BOLT ON 1 3 POLE BREAKER G,RcuiT BREANBR GENE E' DTR,C THHQB RB ANP BOLT ON 2 3 POLE BRIER FIRE N_ARB EOUIPMENT SCHEDULE CIRCUIT BREAKER GENERAL ELECTRIC THHQB BO AMP BOLT ON 3 3 POLE BREAKER l~PE DESCRIPTION MANUFACTURER MODEL NUMBER MOUNTING 'IYPE QIY NOTES CIRCUIT BREAKER GENERAL ELECTRIC TRQB 20 ANP BOLT ON 1 SINGLE POLE BREAKER ~) SMOKE DETECTOR SIMPLEX SERIES 4098 SURFAOE/CBUNG 49 - NAME PLATE GENERAL ELECTRIC - 1 HVAO m~) HEAT DETECTOR SIMPLEX SERIES 4098 SURFACE/CBUNG 21 - SUB-FED PANEL GENERAL BLECTRIC TYPE AQ (101) 30 CIRCUIT 10 KAID SURFACE 1 BOITOM FEED pAMELBOARD 195 AUP 3 POLE MAIN LUG i DUCT DETECTOR SIMPLEX SERIES 4098 SURFACE 7 J USE IN COMDINATION W~ DUCT GROUND MAIN LUG GENERAL ELECTRIC TGL20 1 - ~ DETECTOR HOUSING DH-51 GROUND BOX BONDED gENERAL ELECTRIC TGL2 4 _ E)~(~ BRE ALARM HORN/STROBE SIMR~ SERIES 4903 SURFACE/WALL 5 ORDER HORN AND INTERIOR GENERAL ELECTRIC AQF3301MB 1 - STROBE COMBINATION P1 BOX gENERAL ELECTRIC AB31B 1 - FRONT SURFACE GENERAL ELECTRIC AF31SN 1 - [] BRE ALARM PULL STATION SIMPLEX SERIES 2099 SURFACE/WALL 10 - CIRCUIT BREAKER BENERAL ELECTRID THQB 30 AMP BOLT ON 2 2 POLE BREAKER CIRCUIT BREAKER GENERAL ELECTRIC THQB 20 ~P BOLT ON lB SINGLE POLE BREAKER ~ BRE ALARM CONTROL PANEL SIMPLEX SERIES 4005 WALL 1 - CIRCUIT BREAKER GENERAL ELECTRIC THQB 15 A~P BOLT ON 2 SINGLE POLE BREAKER ~ FIRE ALARM ANNUNCIATOR PANEL SIMRLEX SERIES 4-602 RECESSED/WALE 1 - NAME PLATE SENERAL ELECTRIC - 1 P1 SUB-FED PANEL DENERAL EIFCTRIO TYPE AQ (101) 42 CIRCUIT 10 KAIC FLUSH 1 BO'ITOM FEED PANELBOARD R)TO~ KNOX BOX KNOX 32DORTS RECESSED/WALL 1 - 225 AMP 3 POLE MNN LUG GROUND MAIN LUG BENERAL ELECTRIC TOLEO 1 - NOTES: GROUND BOX BONDED GENERAL ELECTRIC TOL~ 4 - 1. ELECTRICAL GONI?-ACTOR SHALL PROVIDE AND INSTALL l~E ABOVE SPEDIF1ED EQUIPMENT, OR BQUlVALENT. SUBMIT ALTERNATIVES FOR APPROVAL INTERIOR GENERAL ELECTRIC AQF3422MB 1 - 2, CONTRACTOR SHALL CONNECT ALL EMERGENCY EQUIPMENT TO FiRE ALARM CONTROL PANEL P2 BOX GENERAL ELECTRIC AB4JB 1 - 3, INSTALL ALL EQUIPMENT PER MANUFACTURER'S INSTRUCTIONS, N.E.C. AND N.F.P~ REQUIREMENTS, AND TO THESE DRAWINGS. FRONT SURFACE GENERAL ELECTRIC AP43SN 1 - 4. SUGGESTED BRE ALARM EQUIPME~IT DISTRIBUTOR: SIMPLEX (B60) 65B-3400 TELEPHONE CIRCUIT BRFmAKER GENERAL EIFCTRIC THQB 50 A~IP BOLT ON 3 2 POLE BREAKER (860) 65B-3456 FAX CIRCUIT BREAKER GENERAL ELECTRIC THQB 20 AMP BOLT ON 28 SINGLE POLE BREAKER ATFN: MARC A. LEPAGE HAME pLATE GENERAL ELECTRIC - 1 P2 SUB-FED PANEL GENERAL ELECTRIC I~PE AC (101) 30 CIRCUIT 10 KAIC FLUSH 1 BO'FrOM FEED pANEIROARD LIGHT FIXTURE SCHEDULE 125 AMP 3 POLE MAIN LUG TYPE DESCRIPTION MANUFACTURER MODEL NUMBER # AND TYPE Of LAMPS MOUNTING TYPE QTY NOTES K DRUM UGNT PRESDOUTE 9468 (2) 75A19/IF SUREACE/CEIUNO 45 GROUND MAIN LUG GENBBAL ELECTRIC TGL20 1 - D INCANDESCENT VAPOR]ITE HUBBELL VX-151 (1) lOOt A-21 SUREACE/CEIUNG 7 ORDER W/VCG-15 (GUARD) GROUND BOX BONDED GENBRAL ELECTRIC TOLE 4 - P PORCELAIN SOCKET F1XTURE HUBBEll BNID (1) 60W A-17 FLUSH/CEIUNG 6 A 2' WALL FLUORESCENT COLUMBIA W2-217-EB8120 (2) 17W T8 SUREACE/WALL 15 INTERIOR GENERAL ELECTRIC AQF3301MB 1 - S INCANDESCENT SHOWER UGHF HALO H5RICAT-5050 PS (1) 40W A-19 FLUSH/CEIUNG 4 WITN LENS #5050 SHOWER UGH[ P.~ BOX BERERAL ELECTRIC AB31B 1 - (UL RATED WET LOCATIONS) ~ C 4 FT. WRAPAROUND FLUORESCENT COLUMBIA WC-4-232-EB8120 (2) 4' TB, B2W SUCFACE/CEIUND 44 FRONT SURFACE BENERAL ELECTRIC AF31SN 1 - G EXTERIOR INCANDSCENT MUBBELL DBP-SO75T1 (1) 75W INRAND. SUREACE/CEIUNG 3 INCLUDE ALL ACCESSORIES FOR INSTALL CIRCUIT BREAKER DENERAL ELECTRIC THGB 20 AMP BOLT ON 17 SINGLE POLE BREAKER J EXTERIOR WALL SCONCE NUBBEll DAP-WO75T1 (1) 75W IN.ND. SUREACE/WALL g INCLUDE ALL ACCESSORIES FOR INSTALL L ZBCREDENZA BOLLAND FIXTURE MCGRAW-EDISON ZBD30210B1BKFL (1) IOOW HPS POST 10 PROVIDE ALL ACCESSORIES FOR INSTALL CLRCUlT BREAKER GENERAL ELECTRIC TH(DB 15 A~P BOLT ON 3 SINGLE POLE BREAKER M 8" DOWNUGHT PRESCOLITE CFT§32eB-STFS02 (1) 42W-PLT FLUSN/CEIUNG 23 PROVIDE ALL ACCESSORIES FOR INSTALL NAME PLATE GENERAL ELECTRIC - 1 P3 NOTES: r~ 320 AMP METER SOCKET BILBANK U2594X 320 A~P SURFACE 1 CT'S NOT REQUIRED ~J 1. ELECTRICAL CONTRACTOR SHALl. PROVIDE AND INSTAll THE SPEDIBED LUMIHARIE EQUIPMENT, OR EGUIVALENT. SUBMIT ALTERHATIVES FOR APPROVAL. ~A EAFETY SWITCH 1S1 GENERAL ELECTRIC THS221 30 A~p SURFACE NEMA 1 1 3 WiRE 2 6LADE 2. ELEC~IBAL CONTRACTOR SHALL PROVIDE AND iNSTALL ALL LAMPS AND ASSOCJA1ED MOUNTING RARDWARE FOR ALL UGHT BXqURES, AND EMERGENCY FIXTURES FOR THIS JNSTALLAITON. ~ DUPLEX RECEPTACLE LEVITON 52621 RECESSED/WALL 23 3. CONTRACTOR SHALL USE THHN/TBHW 90' COPPER CONDUCTORS FOR THIS INSTALLATION UNLESS O~ERWISE SPECIFIED. ~WP BFQ RECEPTACLE LEVITON 65991 RECESSED/WALL NEMA 3R, WITH WAERPROOF COVER & BOX (J~/C BFQ RECEPTACLE LEVEON 65991 RECESSED/WAll NEMA 3R, W{TH WATERPROOF COVER & BOX ~GFI GFCI RECEPTACLE LEVITON 65R91 RECESSED/WALL FIRE ALARM EOUIPMENT SCHEDULE l~PE DESCRIPTION MANUFACTURER MODEL NUMBER MOUNTING 'IYPE OlY NOTES (~) SMOKE DETECTOR SIMPLEX SERIES 4098 SURFACE/CBUNG 49 - I~1 HEAT DETECTOR SIMPLEX SERIES 4098 SURFACE/CBUNG 21 - DUCT DETECTOR SIMPLEX SERIES 4098 SURFACE 7 USE IN COMDINATION WDI~ DUCT DED~CTOR MOUSING DH-51 ~ BEE ALARM HORN/STROBE SIMPLEX SERIES 4903 SURFACE/WALL 5 ORDER HORN AND STROBE COMBINATION [] BRE ALARM pULL STATION SIMPLEX SERIES 2099 SURFACE/WALL 10 - ~ BRE ALUM CONTROL PANEL SIMPLEX SERIES 4805 WALL 1 - ~ FIRE ALARM ANNUNCIATOR PANEL SIMPLEX SERIES 4602 RECESSED/WAll 1 - RRD3~ KNOX BOX KNOX 3200RTS RECESSED/WALL 1 - CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNBD INCORPORATED I ~ I 10 I 11 PANEL SCHEDULE PANEL SPACE LOAD FEEDER BREAKER DESCRIPTION MDP 01,03,05 33603 3 208/3/100 PANEL P1 MDP 02,04,06 295W0 3/0 208/3/200 HVAC PANEL MDP 07,09,11 10000 3 208/3/100 EXISTING GARAGE PANEL MDP 08,10,12 55027 3/0 208/3/200 PANEL P2 MDP 13,15,17 19678 3 208/3/100 PANEL P3 TOTAL 1 47848 HVAC 01,03,05 3600 10 208/3/25 A/C CONDENSER #1 HVAC 02,04,06 2080 12 208/3/20 A/C CONDENSER #2 HVAC 07,09,11 5760 8 208/3/35 A/C CONDENSER ~3 HVAC 08,10,12 4320 12 208/3/20 A/C CONDENSER HVAC 13,15,17 3600 10 208/3/25 A/C CONDENSER #5 HVAC 14,16,18 2080 12 208/3/20 A/C CONDENSER ~6 HVAC 19,21,23 7920 8 208/3/40 A/C CONDENSER ~7 HVAC 24 180 12 120/1/20 CONVENIENCE RECEPTACLE SUBTOTAL 29540 P1 01 1180 12 120/1/20 BASEMENT STORAGE & BATH LIGHTS P1 02 1850 12 120/1/20 MECH, ELEC, BATH & STORAGE LIG P1 03 1180 12 120/1/20 HALL, WORK SHOP & LAUNDRY LlG P1 04 1920 12 120/1/20 FIRE ALARM PANEL P1 05 1500 12 120/1/20 WHEELCHAIR LIFT P1 06 1620 12 120/1/20 BATHROOM RECEPTACLES P1 07 1140 12 120/1/20 STORAGE 1 & 2 RECEPTACLES P1 OB 900 12 120/1/20 BAG ROOM RECEPTACLES P1 09 144-0 12 120/1/20 STORAGE 1 ,~ AND MECH ROOM REC. P1 10 1260 12 120/1/20 ELEC CLOSET & WORK ROOM REC. P1 11 360 12 120/1/20 LAUNDRY CONVENIENCE RECEPTACLE P1 12,14 5000 10 208/2/30 LAUNDRY-DRYER ~1 P1 13,15 5000 10 208/2/30 LAUNDRY-DRYER #2 P1 16 1500 12 120/1/20 LAUNDRY-WASHER P1 17 1500 12 120/1/20 LAUNDRY-WASHER P1 24 480 12 120/1/20 BASEMENT EXHAUST FAN ~2 Pl 25 100 12 120/1/20 BASEMENT POWER VENTER #2 P1 26 1200 12 120/1/20 GAS FIRED WATER HEAter 1 & 2 P1 27 1886 12 120/1/20 BASEMENTAIR HANDLER #4- P1 28 540 12 120/1/15 BASEMENT AIR HANDLER P1 29 540 12 120/1/15 BASEMENT AIR HANDLER #6 P1 30 1507 12 120/1/20 BASEMENT AIR HANDLER ~7 SUBTOTAL 33603 P2 01 1150 10 120/1/20 EXTERIOR SITE LIGHTS & FRONT E P2 02 1040 12 120/1/20 PORCH & EAST KITCHEN LIGHTS P2 03 1522 12 120/1/20/GFI BATH RM. LIGHTS (GfCI CIRCUIT) P2 04 1425 12 120/1/20 NORTH EAST APARTMENT LIGHTING P2 05 1910 12 120/1/20 1ST FLOOR LIGHTING P2 06 1350 12 120/1/20 STAIRWELL, & N.W. APARTMENT LI P2 07 1080 12 120/1/20 NW APT. DINING/LIMING RECEPTACL P2 08 900 12 120/1/20 WEST BATH AND KITCHEN REC. P2 09 720 12 120/1/20 OFFICE RECEPTACLES P2 10 900 12 120/1/20 OFFICE RECEPTACLES P2 11 720 12 120/1/20 WEST BATH AND KITCHEN REC. P2 12 900 12 120/1/20 EAST BATH AND K~TCHEN REC. P2 13 900 12 120/1/20 EAST APT. BEDROOM RECEPTACLES P2 14 1260 12 120/1/20 NEAST APT. DINING/LIVING RECEP P2 15 1500 12 120/1/20 VENDING MACHINE RECEPTACLE P2 16 1080 12 120/1/20 FIRST FLOOR COMMON ARea REC. P2 17 900 12 120/1/20 FIRST FLOOR COMMON ARea REC. P2 18 540 12 120/1/20 PRO SHOP RECEPTACLES P2 19 900 12 120/1/20 PRO SHOP RECEPTACLES P2 20 600 12 120/1/20 WATER COOLER P2 28 1500 12 120/1/20 DISHWASHER WEST APT. P2 29,51 8000 6 208/2/50 RANGE WEST APT. P2 30 1500 12 120/1/20 REFRIGERATOR WEST APT. P2 32 1500 12 120/1/20 REFRIGERATOR NORTH APT. P2 33,35 8000 6 208/2/50 RANGE NORTH APT. P2 34 1500 12 120/1/20 DISHWASHER NORTH APT. P2 56 550 12 120/1/20 ICE MAKER EAST KITCHEN P2 37 1500 12 120/1/20 REFRIGERATOR EAST KITCHEN P2 38 180 12 120/1/20 RECEPTACLES EAST KITCHEN P2 39,41 8000 6 208/2/50 RANGE EAST KITCHEN P2 40 1500 12 120/1/20 DISHWASHER EAST KITCHEN SUBTOTAL 55027 P3 01 600 12 120/1/20 A~rlC LIGHTING P3 02 1220 12 120/1/20/GFI BATH LIGHTS (GFCI CIRCUIT) P3 03 1634 12 120/1/20 2ND flR BEDROOM LIGHTS P3 04 940 12 120/1/20 2ND FLR COMMON AREA P3 05 1260 12 120/1/20 BEDROOM #1 RECEPTACLES P3 06 1260 12 120/1/20 BEDROOM #8 RECEPTACLES P5 07 1260 12 120/1/20 BEDROOM #2 AND BATH REC. P3 08 1260 12 120/1/20 BEDROOM #7 AND BATH REC. P3 09 1080 12 120/1/20 BEDROOM #5 RECEPTACLES P3 10 1080 12 120/1/20 BEDROOM #6 RECEPTACLES P3 11 1080 12 120/1/20 BEDROOM #4 RECEPTACLES P3 12 1080 12 120/1/20 BEDROOM #5 RECEPTACLES P3 13 1080 12 120/1/20 STAIR AND HALL RECEPTACLES P3 lW 900 12 120/1/20 SECOND FLOOR COMMON AREA REC. P3 15 720 12 120/1/20 SECOND FLOOR COMMON AREA REC. P3 26 480 12 120/1/20 A'~'IC EXHAUST FAN #1 P5 27 100 12 120/1/20 ATTIC POWER VENTER #1 P3 28 540 12 120/1/15 aqq'lC AIR HANDLER #1 P3 29 540 12 120/1/15 AT-lC AIR HANDLER #2 P5 30 1564 12 120/1/15 AT-lC AIR HANDLER SUBTOTAL 1967B INSTALLATION NOTE: CONTRACTOR IS RESPONSIBLE FOR INSTALLING ALL EQUIPMENT PER ~NUFACTURER'S INSTRUCTIONS, PER N.ED. AND N.F.P.A. REOUIREMENTS, AND Per THE APPROVAL Of The AUTHORrPF HAVING JURISDICTION. g REVISIONS DRAWN MAC I APPR. ~ DATE 8EPllEblBER 25, 2000 SCALE NO ~:~:AliF. SHEET NO. E-11 COMMON AREA _~ (TYPICAL OF 1) PR. PHONE -- BEDROOM i~1..~ OYPIRAL OP 1) 5 PR. PHONE BEOROOM #2 (TYPICAL OF 1) PR, PHONE _ BEDROOM ~8 PR. PHONE(TYPICAL OF 1) BEDROOM #7 3 PR. PHONE (TYPICAL OF 1) COMMONAREA ~3 (TYPICAL OF 1) PR. PHONE M PRO SHOP ~PR. PHONE b (I'TRICALOF 3)~_~ PR. PHONE(i~ OFFICE J--~'PR. PHONE (IYPICAL OF 2) L~pR, PHONE~) DINING/LIVING RM. I-- (TYPICAL OF 1) %3 PR. PHONE DEDICATED TO Jl PR. PHONE F.A.C.P. ~--! PR. PHONE NEW TELEPHONE BLOCK E~_ BEDROOM PR. PHON (TYPICAL OF 1) E~ DINING/LIVING RM. PR. PHON (TYPICAL OF 1) 12 PR. CABLE PROVIDE AND INSTALL CONNECTION TO TELECOMMUNICATION SERVICE NOTES: 1. PROVIDE AND INSTALL ALL WIRING, FII'rlNOS, AND TERMINATIONS TO NEW TELEPHONE BLOCK AND BACK TO TELEPHONE SERVICE CONNECTIONS. 2. PROVIDE AND INSTALL 3 ~T. HIGH BY 4 FT. WIDE, 3/4 IN. EXTERIOR GRADE PLYWOOD BACKBOARD, PAINTED BLACK, FOR TELEPHONE SERVICE, 3. ALL TELECOMMUNI~TION AND DATA WIRING SHALL BE UP INSIDE NEW WALLS AND SHALL BE NEATLY ROUTED LABELED BUNDLES, ABOVE CEILING. 4, ANY AND ALL TELECOMMUNICATION AND DATA WIRING IN EXPOSED OR DAMP AREAS SHALL OE IN 1 INCH SCHEDULE 40 PVC, INCLUDE ALL FASTENERS AND ASSOCIATED HARDWARE, 5. ALL TELEPHONE WIRING CONNECTIONS SHALL BE AS INDICATED TO ACCOMMODATE THE REOUIREMENTS FOR AREA SUPPORT SUCH AS, TELEPHONE, FAX, OR MODEM. VERIFY LOCATION REOUIREMENTS IN FIELD WITH OWNER PRIOR TO PURCHASE AND INSTALLATION. 6. VERIFY ALL TELEPHONE LOCATIONS PRIOR TO COMMENCING WORN. TELECOMMUNICATIONS WIRING RISER NOTES: IN ACCORDANCE WITH 1999 N.E.C. SEC~ON 250-52. PROVIDE AND INSTALL EWO GROUND RODS AT LEAST 8 FT. LONG, AND 6 FT. APART. LOCATE AGAINST THE EXTERIOR WALL. BOND GROUNDING RODS TO GROUNDING BUS IN ELECTRICAL PANEL GROUND RODS MUST HAVE AT LEAST B FT. OF LENGTH IN CONTACT WITH THE SOIL. ALL PIPE AND ROD ELECTRODES MUST HAVE 8 FEET OF I.[NGTH IN CONTACT WiTH SOIL REGARDLESS OF ROCK BOTTOM IN ORDER TO ENSURE THAT THE UPPER END OF THE ELECTRODE IS PLUSH WITH OR DELOW GROONO LEVEL UNLESS THE AROVEGROUND PORTION IS PROTECTED AGAINST PHYSICAL DAMAGE. PROVIDE CL~MPS SUFABLE FOR DIRECT BURIAL OR EXOTHERMIC WELD.- NOT LESS THAN 6FT. I I I I GROUNDING DETAIL CONTRACTORS COPYRIGHT © 2000, DESIGN LEARNED INCORPORATED 4 I ~ I 6 I 7 I {3 I 9 I 10 I 11 ATliC ~ ZONE 11  ZONE 10 ~ ZONE 6 ZONE 7 (PON UFT) DIALING UNIT AND TELEPHONE LINE TO TNE liAl]Et~i~ir 8YIVlBOL LEGEND FIRE STATION OR PRIVATE MONITORING CO. IS RESPONSIBILDY OF OWNER. F.A.C.P. SHALL CONTAIN CONTACTS FOR CONNECTION TO '~)1 ~]D = DUCT DE')'ECTOR DIAUNO UNIT. IN ACCORDANCE Wlll~ N,F.P,A, 72, SECTION 4-5.3.2.1.6.1, 'D~VO TELEPHONEII ®= SMOKE DETECTOR ONES ARE REQUIRED TO SUPPORT DACT TRANSMISSION CHANNELS. FACP SIMPLEX 4005 ~ = HEAT DETECTOR [] = FIRE ALARM PULL STATION NOTES: g = HORN/STROBE 1. ELECTRICAL CONTRACTOR SHALL PROVIDE AND INSTALL s s s s s S s s s S S DUCT DETECTORS IN AREAS SPECIRED ON THESE DRAWINGS. , ~ = END OF ONE RESISTOR COORDINATE WrTH MECHANICAL CONTRACTOR FOR D~ACT DUCT DETECTOR LOCATIONS. s s S S ELR ZONE 1 ~ = FIRE ALARM ANNUNCIATOR PANEL 2. CONTRACTOR SHAH INSTALL ALL FIRE ALARM EQUIPMENT PER N.E.C. AND N.F.P.A. REQUIREMENTS, AND TO ~ ~ DEDICATED ZONE PER EACH DUCT DETECTOR MANUFAC~RER'S INSTRUCTIONS. FACP = FIRE ALARM CONTROL PANEL "-TYPICAL OF 4 SIMPLEX 4005 (16 AVAIL.ABLE ZONES) FIRE ALARM RISER 12 INCHES 12 INCHES ~'-- DOOR / WALL SCONCE HORN/STROBE RRE ALARM PULL STATION-~ / ~ LIGHT SWITCH ! BO INCHES 0 TELEDOM oo× --~ ~ DUPLEX RECEPTACLE 48 INCHES 1. MEASURING FROM TOP OP SWITCHES AND PULL STATIONS, MAXIMUM HEIGHT WILL BE NO MORE THAN 48 INCHES FROM THE FLOOR. 2. FROM 7HE BOITOM OF REC~TACLES TO THE FLOOR WILL DE NO MORE THAN 18 INCHES, 3. WALL MOUNTEI} LAMP FIXTURES AND SIGHALINO DEVICES WILL BE NO LESS THAN 80 INCHES FROM THE FLOOR. TYPICAL WALL MOUNT DIMENSIONAL DETAIL (COMPONE~S ARE SHOWN HERE TO ILLUSTRATE ANSI Al17 COMPLIANCE AND MAY NOT BE PART OF THIS PROJECT) NEW POLE INSTALLED BY FISHERS ISLAND ELECTRIC, THE TRANSFORMER CAN MAY BE LOCATED ON AN ADJACENT POLE IN THAT INSTANCE SECONDARV CONDUCTORS WOULD HAVE TO BE RUN TO THIS POINT. 3-INCH RIGID PVC CONDUIT SCHEDULE 40, AS REQUESTED BY FISHERS ISLAND ELECTRIC. THIS SHALL PROTECT EIGHT 3/0 (000) THHN/q'HWN COPPER SERVICE ENTRANCE CONDUCTORS. 3~ 320-AMP METER SOCKET MOUNT THE BoTroM OF METER SOCKET 36-INCHES ABOVE FINISHED GRADE ON BUILDING'S WEST WALL 2-INCH EMT RACEWAY PROTECTING FOUR #3 AWG THHN/THWN COPPER COHDUCTORS, AND SERVING AS THE EQUIPMENT GROUNDING CONDUCTOR, PER NEC ARTICLE 250. 1/2-INCH RIGID PVC CONDUIT SCHEDULE 40, PROTECTING ONE #2 AWG ~RE COPPER GROUNDING ELECTRODE CONDUCTOR, 2-INCH RUT RACEWAY PROTECTING POUR #3/0 (000) THHN/THWN COPPE~ CONDUCTORS, AND SERVING AS THE EQUIPMENT GROUNDING CONDUCTOR, PER NEC ARTICLE 250. 2-1NCR EMT RACEWAY PROTECTING FOUR #3 AWG THHN/THWN COPPER CONDUCTORS, AND SERVING AR THE EQUIPMENT GROUNDING CONDUCTOR, PER NEC ARTICLE 250. 3-INCH RIGID PVC CONDUIT SCHEDULE 40 PROTECTING EIGHT 3/0 (000) THHN/THWN COPPER SERVICE ENTRANCE CONDUCTORS AND ONE #2 AWG GROUNDING ELECTRODE CONDUCTOR. 2-INCH RIGID PVC CONDUIT SCHEDULE 40 PROTECTING FOUR #1 AWO THHN/~HWN COPPER CONDUCTORS AND ONE #8 AWG EQUIPMENT GROUNDING CONDUCTOR. 2-INCH RIGID PVC CONDUFF SCHEDULE 4~ PROTECTiRG THREE NEW #3 AWG THHN/~HWN COPPER CONDUCTORS OR EXISTING FEEDER CONDUCTORS AND ONE #8 ANG EQUIPMENT GROUNDING CONDUCTOR. NEW PVC CONDUIT WILL MATE WITH EXlSI~NO RACEWAY OR DIRECT BUR~AL CABLE, SUBMIT FOR APPROVAL IO0-AMP 208/120-VOLT 3-POLE 4-WIRE LOAD CENTER, WITH NEMA lYPE SR ENCLOSURE, LOCATED ON THE AIR COOLED CONDENSER PAD/RETAINING WALL. SEE SITE LIGHTING AND UTIUTIES DRAWING SHEET SU-1. AIR COOLED CONDENSER PAD AND RETAINING WALL EXISTING IO0-AMP 1¢ 3-WIRE 208/120 GARAGE PANEL, FEEDER CONDUCTORS AND EOUIPMERT GROUNDING CONDUCTOR. EXISTING FEEDER CONDUCTORS IN CONDUIT OR DIRECT BUR[AL CABLE. THE ELECTRIEAL CONTRACTOR SHALL VERIFY FEEDER IYPE AND SIZE AND EXTEND IF NECESSARY USING AN APPROVED UNDERGROUND SPUCE NIT, VERIFY EXACT LOCATION IN FIELD PRIOR TO COMMENCING WORK. SEE GROUNDING DETAIL FOR GROUNDING ROD SPECIFICATIONS AND REQUIREMENTS. POWER DISTRIBUllON RISER INSTALLATION NOTE: CONTRACTOR IS RESPONSIBLE FOR INSTALLING ALL EQUIPMENT PER MANUFACTURER'S INSTRUCTIONS, PER N.E.C. AND N.F.P.A. REQUIREMENTS, AND PER THE APPROVAL OF TI~E AUTHORITY HAVING JURISDICTION. REVISIONS DRAWN ~*C I APPR. C~L DATE ~M~-F] 25, 2000 SCALE NOS CAkE SHEET NO. 12 J~P,PROVED AS NOTEp,,?',~: ~ AVEN SHLRS ISLAND, 06390 ARCHITECT' BARTELUCE ARCHITECTS, P.C. 36 WEST 25TH STREET NEW YORK, NEW 'YORK 10010 MEP' DESIGN LEARNED INC.. 116 MAIN STREET NORWICH, CONNECTICUT 06306-5738 OUSE J J J ARCHITECT The Hay Harbor Golf Clubhouse Heathuile'Avenue Fishers Island,, NY 06390 ,DANIEL J BARTELUCE PC ARCNIT:ECT$ Herr'era Architectural Desig~ 7523 Broadway ,~ P2015547751 F 201 662 8972 iL¸ All dmwinga and wdtten material appearing heroin constitute onglnal and un pilbltshed t~,~ rk Amhte tJDea andmayn b d~p I d~hodtwd~n~n / I ,,% The Hay Harbor Golf' Clubhouse ARC#ITECT Heathuile Avenue Fishers Island, NY 06390 DANIEL J BARTELUCE PC ARCHITECTS 36 W 25TH ST NY, NY 10010 Herrera Archite6tural Design 7523 B roadway ,[ i!L The Hay H~bor Golfi, ' Clubhouse Hea~uile Average Fishers Island, NY 063!1:0 .~ox~ ~ ~f~ ~: -~ ,~ , IART',I! E' i ~ ---- ~ ..... ~' '~ "'"" ;'""' ' '::'¢' ' ' :' ~ , ~_ . 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Clubhousel Heathuile Avenue Fishers Island, NY 06390!i DANIEL ,J , PC ARCHITECTSi 36 W 25T8 DESIGN Herrera Architectural Design 7523 Broadway Nodh Bergen NJ 07047 P201 B547781 F 201 6628972 . // / / / / / // / / / / / / / pl~r-44 / / / / / / / I I The'Hay Harbor Golf Clubhouse Heathuile Avenue Fishers Island, NY 06390 DANIEL J DESIGN .PC ARCItlTEC 36 w 25TH S NY, NY 1001 212 . 691 F A 212 . 691 . 72613 Herrera, ArchitectUral Design 7523 Broadway North Bergen NJ 07047 P 201 854 7781 F 201 662 8972 All drawings and wntten matenal appearing herein constitute o~igin~ and unpublished work of the Arc~hitect/Designsr and may not be duplicsted, used or disclosed without wdtten con. sent of the Architect/Designer, RER NORTII 4 The Hay Harbor Golf Clubhouse Heathuile Avenue Fishers Islaad, NY 06390 ARCHITECT D A N I E L J PC Herrera ~rchitectural Design 7523 Broadway Nodh Bergen NJ 07047 P 201 854 7781 F 201 682 8972 i Fishers Island, NY 06390 No CUENT ARCHITEGT DESIGN The Hay Harbor Gol~' Clubhouse's: Heathuile Avenue!I, Fishers Island NY 06390!1 ' · 0 A N I E[ , J ' BARTELUCE PC ARCHITEC'~! Herrer~ Architectura~ Desi~l 7523 Broadway North Bergen NJ 0704 All d~mensLona to be vertfy by General ContraoLor. All dlacrapanoles Lo be mpor~d to th [: Architect/Designer pnor commencement of work, DImenmons govem over ~aled dm'.~ h~ll[ Heathulla Avenue Fishers Island, NY 083g0 Ail d rawLog* and written maEefl~l appearing CUENT The Hay Harbor Golf Clubhouse DEigN Heathuile Avenue Fishers Island, NY 06390 ~Y, nY 10010 ~12.691,7260 Herrera Architectural Design 7523 Btoadway North Bergea NJ 07047 P201 854 7781 F 201 662 8972 All drawings and wniten matenal apbeanng bemln constitute onginal and unpubhsbed wo,k of the Archdsct/Dosigner and may not be duplicated, uSed or disclosed without wntten con- saint of the Amhd~ct/Deslgner REF NORTH ~1 x~p _? 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All discmpar~ci,,s to be ~po, rted to the All dmwlnge and wfltten matofldi appearing heroin cohstltute original and unpublidi~ed work Iii / The Hay Harbor Golf Clubhouse Heathuile Avenue Fishers Island NY 06390 DANIEL J BARTELUCE PC ARCHITECTS 36 W 25TH ST NY, NY 10010 212 . 641 . 7200 F A X Herrera Architectural Design '7523 Broadway North Bergen NJ 07047 p201 854 7781 f 201 662 8972 -I g h tltut gl~ p,,blhgn~d vmrk Ail drawings and wntten material nppsadn stain cons · on al and un ~; ~ The Hay Harbor Golf Clubhouse Heathuile Avenue Fishers Island, NY 06390 DANIEL PI ARCffITEC 36 W 25TH ST' NY, NY 10010 212 . 691 . 7200 F A X 212 . 691 . 7260 Herrera Architectural Design 7523 Broadway Nodh Bergen NJ , 07047 P 201 854 7781 F 201 662 8972 Flahers Island, NY 06390 ,, No DATE The Hay Harbor Golf Clubhouse Heathuile Avenue Fishers Island, NY,06390 DANIEL J PC ARCHITECTS Herrera Architectural Design 7523 Bmadway Norlh Bergen NJ 07047 P 201 854 ~781 F 201 662 8972 All drawings and whiten matedaJ appeaflng herein ~3ns{ltute o dglnal and unpubllahfld work of the Architect/Designer a{nd may not be dupflcated, u~ed or disclosed without w~iten con- - It i; II The Hay Harbor ,Golf Clubhouse Heathuile Avenue Fishers Island, NY..06390 . DESIGN P'C ARCHITECT! 36 W 25TH Herrera ' ,' Arehi~ee~ui~l E)e~i~n~ 7523 Broadway No~h Bergen NJ P 201 554 7781 F 201 662 8972 ,07047 All dimensions to be vedfy by GeneraJ Contmct&~ All discrepancies to be mbeged to $qe AmhlteotJDeelgner prior commencement of work. Dimensions govern over acated drawings, All drawings and written n~atbeal appeadng herein constitute ~dgfnal and unpub t~qGd ',na~ rk of the Amhiteot/Designer al3d may not be duplicated, used or dlacteaed withou~t wli~ten i! The Hay Harbor Golf Clubhouse Heathuile Avenue Fishers Island, NY 06390 36 W 2Sift ST ~Y, ~¥ 10010 212.69T.7200 r ! Y ~'.~71.72&0 Herrera Architectural Desgn 7523 Breadway North BerBen NJ 07047 P201 854 7781 F 201 662 8972 All drawings and wdtten matenal appeaCng herthn constitute onglnal and unpublished work of tho Amhltect/DeaJgner and may not be duplicated, u~ed or disclosed without wntten con- ~ent of the Amhltecf/Deslgner,